san jose city college - pe building and wellness center pe... · s3.01 concrete panel elevations...

S S

SYMBOLS REFERENCEDESCRIPTION

ELEVATION

AIR HANDLING UNIT AND MAX OPERATING WEIGHT

X - INDICATES CHANGE IN T/STRUCTURAL SLAB ELEVATION

INDICATES SLOPE IN STRUCTURAL SLAB

GRID NUMBER

WORK POINT

OPENING IN FLOOR OR ROOFOPEN

SLOPE

RIDGE AT SLOPED ROOF

VALLEY AT SLOPED ROOF

ALL COLUMNS, BEAMS, BRACES AND THEIR CONNECTIONS ONLINES DENOTED "SLRS" SHALL COMPLY WITH SPECIFICATIONREQUIREMENTS FOR THE SEISMIC-LOAD-RESISTANCE SYSTEM.

SLRSSEE SPECS

SLOPED OR DEPRESSED SLAB

CONCRETE CURB ON DECK OR SLAB

SPREAD FOOTING TYPE AND TOP OF FOOTING ELEVATION

F11(-2'-6")

STEP IN FOOTING

CONTINUOUS FOOTINGCF-X

X"

AHU1

1000 lbs

T/SLABEL = 0' - 0"

UP

X

DN

S5.11, S5.12

CONCRETE WALL

SHEAR OR BEARING WALL BELOW (AND NOT ABOVE)

"X" TYPE METAL DECKING SPAN DIRECTIONSEE DECK SCHEDULE

CAMBERc=X"

WELDED STUDS(X,Y,Z) OR (X)

STEEL COLUMNC-X C-X

"X"3

S5.10

WELDED CONNECTION AT T&B FLANGE OF NON-MOMENTFRAME BEAM

WELDED CONNECTION AT TOP AND BOTTOM FLANGE OF NON-MOMENT FRAME BEAM

MODIFICATION TO SHEAR PLATEF= FULL DEPTH SHEAR PLATE1=1" BOLTS

DROPPED BEAM "D" NUMBER OF INCHES

WT SECTION ON TOP OR BELOW BEAM

LOWER FLANGE BRACE TO ADJACENT BEAM

LOWER FLANGE BRACE TO SLAB

WT

F

-D

MECHANICAL SCREEN BRACEB

A

X'-XX"

INDICATES BEAM WEB PENETRATION ANDPENETRATION LOCATION FROM END OF BEAM S5.03

9

S5.10

S3.01, S3.03

5

S4.02

1

S5.13

2

S5.13

12

S5.13

7

S4.02

8

S4.02

7

S5.13

9

S4.03

8

S4.03

10

S4.03

9

S5.00

10

S5.00

6

S5.01

1

S5.00

9

S5.02

10

S5.02

12

S5.13

2

S5.02

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:

THIS DOCUMENT CONTAINS INFORMATION THAT IS PROPRIETARY TO LPAS, INC. AND IS FURNISHED FOR THEPURPOSES OF REVIEW, BIDDING OR CONSTRUCTION OF THE PROJECT LISTED IN THE JOB TITLE BOX ABOVEAND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR RELEASED TO ANY OTHER PARTY WITHOUT THEWRITTEN CONSENT OF LPAS, INC. INFOMATION CONTAINED HEREIN IS AN INSTRUMENT OF PROFESSIONALSERVICES AND SHALL REMAIN THE PROPERTY OF LPAS, INC. ALL RIGHTS RESERVED COPYRIGHT © 2009.

THIS DRAWING IS NOT FINAL OR TO BE USED FOR CONSTRUCTION UNTIL IT IS SIGNED BY THE ARCHITECTAND ENGINEER.

CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE

ARCHITECT'S STAMP APPROVAL

1/1

2/2

015 9

:39:2

0 A

M

SAN JOSE CITYCOLLEGE

PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER

SAN JOSE, CALIFORNIA

DRAWING LIST,SYMBOLS &ABBREVIATIONS

S1.00

01.12.2015

1089-0001

DSA SUBMITTAL

SAN JOSE CITY COLLEGE - PE BUILDING AND WELLNESS CENTERSTRUCTURAL DRAWING LIST

ABBREVIATION DESCRIPTION

MEP MECHANICAL, ELECTRICAL,PLUMBING, FIRE PROTECTION

MEZZ MEZZANINE

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

Nvd NUMBER OF DIAGONAL SHEARREINF BARS IN LINK BEAM

NW NORMAL WEIGHT

NWC NORMALWEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OPPOSITE HAND

OPNG(S) OPENING(S)

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

OSL OUTSTANDING LEG

PAF POWDER ACTUATED FASTENER

PC PIECE

PCY POUNDS PER CUBIC YARD

PERP PERPENDICULAR

PG PLATE GIRDER

PJP PARTIAL JOINT PENETRATION

PL PLATE

PRC PRECAST

PRLL PARALLEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

RAD RADIUS

REF REFERENCE

REINF REINFORCE(D) (ING) OR (MENT)

REQD REQUIRED

SCHED SCHEDULE(D)

SDL SUPERIMPOSED DEAD LOAD

SECT SECTION

SER STRUCTURAL ENGINEER OFRECORD

SF SQUARE FOOT (FEET)

SHT SHEET

SIM SIMILAR

SLRS SEISMIC LOAD RESISTING SYSTEM

SMS SHEET METAL SCREW(S)

SOG SLAB ON GRADE

SP SPACE

SPEC(S) SPECIFICATION(S)

SQ SQUARE

STD STANDARD

STL STEEL

STR STRUCTURE

STRCTL STRUCTURAL

SYMM SYMMETRICAL

T TENSION

T&B TOP AND BOTTOM

T/ TOP OF

TD TIE DOWN

TEMP TEMPERATURE OR TEMPORARY

TEN TENSION

THK THICK OR THICKNESS

THRD'D THREADED

TRANSV TRANSVERSE

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

V SHEAR

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WPFG WATERPROOFING

WS WATERSTOP

WT WEIGHT

ABBREVIATION DESCRIPTION

(E) EXISTING

(N) NEW

ABV ABOVE

ADDL ADDITIONAL

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSEDSTRUCTURAL STEEL

ALT ALTERNATE

APPRX APPROXIMATE

AR ANCHOR RODS

ARCH ARCHITECT OR ARCHITECTURAL

B/ BOTTOM OF

B/B BACK TO BACK

BAL BALANCE

BLDG BUILDING

BLW BELOW

BM BEAM

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BS BOTH SIDES

BTWN BETWEEN

C COMPRESSION

C/C CENTER TO CENTER

CIP CAST-IN-PLACE

CJP COMPLETE JOINT PENETRATION

CL CENTER LINE

CLR CLEAR OR CLEARANCE

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMP COMPRESSION

CONC CONCRETE

CONN CONNECTION(S)

CONST CONSTRUCTION

CONT CONTINUOUS

CTR CENTER(ED)

db DIAMETER OF BOLT OR REBAR

DBL DOUBLE

DCW DEMAND CRITICAL WELD

DEG DEGREE(S)

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM(S) DIMENSION(S)

DL DEAD LOAD

DWG(S) DRAWING(S)

DWL DOWEL(S)

EA EACH

ECC ECCENTRICITY

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

ENGR ENGINEER

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXP EXPANSION

EXT EXTERIOR

F/ FACE OF

F/F FACE TO FACE

FF FINISH FLOOR

FIN FINISH(ED)

FLR FLOOR

FND FOUNDATION

FP FIREPROOF(ING)

FRM'G FRAMING

FS FAR SIDE

FTG FOOTING

GA GAGE, GAUGE

GALV GALVANIZED

GB GRADE BEAM

GEN GENERAL

GR GRADE

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION(TUBE STEEL)

HT HEIGHT

ID INSIDE DIAMETER

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

INTRM INTERMEDIATE

JST(S) JOIST(S)

JT JOINT

K KIPS (1,000 POUNDS)

KLF KIP PER LINEAR FOOT

KSF KIP PER SQUARE FOOT

LBS POUNDS

LCS LAP COMPRESSION SPLICE

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LTS LAP TENSION SPLICE OR CLASS"B" LAP SPLICE

LW LIGHTWEIGHT

LWC LIGHTWEIGHT CONCRETE

M MOMENT

MATL MATERIAL

MAX MAXIMUM

MB UNFINISHED MACHINE BOLT

MC MOMENT CONNECTION(S)

MECH MECHANICAL

ABBREVIATIONSSYMBOLS LEGEND

PE BUILDING

SHEET NO SHEET NAMES1.00 DRAWING LIST, SYMBOLS & ABBREVIATIONS

S1.01 GENERAL STRUCTURAL NOTES

S1.02 GENERAL STRUCTURAL NOTES

S2.01 PHYSICAL EDUCATION BUILDING FOUNDATION PLAN

S2.02 PHYSICAL EDUCATION BUILDING SECOND FLOOR FRAMING PLAN

S2.03 PHYSICAL EDUCATION BUILDING ROOF FRAMING PLAN

S3.01 CONCRETE PANEL ELEVATIONS



S4.00 LAP SPLICE, AND STANDARD HOOK SCHEDULES

S4.01 TYPICAL SHALLOW FOOTING DETAILS

S4.02 TYPICAL SLAB-ON-GRADE DETAILS

S4.03 TYPICAL CONCRETE PANEL FOOTING DETAILS

S4.04 TYPICAL CONCRETE PANEL HOLDOWN DETAILS

S4.10 TYPICAL CONCRETE PANEL DETAILS

S4.11 TYPICAL CONCRETE PANEL CONNECTION DETAILS

S4.12 CONCRETE PANEL DETAILS

S4.13 CONCRETE PANEL DETAILS

S5.00 TYPICAL STEEL BEAM DETAILS




S5.04 ELEVATOR DETAILS

S5.05 GYMNASIUM DETAILS

S5.10 TYPICAL STEEL DECK DETAILS

S5.11 TYPICAL STEEL DECK DETAILS (BARE DECK)



S5.20 STEEL DETAILS

S5.21 STEEL DETAILS

S5.30 STAIR PLAN & DETAILS

S5.31 STAIR PLAN & DETAILS

S7.00 TYPICAL EXTERIOR METAL STUD DETAILS




S7.05 TYPICAL INTERIOR METAL STUD DETAILS

S7.06 TYPICAL INTERIOR METAL STUD DETAILS

S7.07 TYPICAL INTERIOR SOFFIT AND CEILING DETAILS

S7.08 TYPICAL METAL STUD DETAILS

WELLNESS CENTER

SHEET NO SHEET NAME

WS2.04 WELLNESS CENTER (E) FOUNDATION AND ROOF FRAMING PLAN

WS4.05 CONCRETE RETROFIT DETAILS

WS6.00 WOOD RETROFIT DETAILS





LOCATIONMIN

COMPRESSIVESTRENGTH (PSI)

MAXWEIGHT

(PCF)

MIN/MAX %CLASS FFLY ASH

MIN/MAX %SLAG

MAX TOTAL% FLY ASHAND SLAG

FOOTINGS /GRADE BEAMS

SLAB ON GRADE

WALLS / COLUMNS

FILL ON METAL DECK

3000 @ 56 DAYS

3000 @ 28 DAYS

4000 @ 28 DAYS

4000 @ 28 DAYS

145

145

145

110

20-50

15-25

15-30

10-20

0-60

0-30

0-50

0-30

60

40

50

40

EC EXISTING CONSTRUCTIONS

EC-1) WORK SHOWN IS NEW UNLESS NOTED AS EXISTING: (E).

EC-2) EXISTING CONSTRUCTION SHOWN ON THESE DRAWINGS WAS OBTAINED FROMEXISTING CONSTRUCTION DOCUMENTS AND SITE INVESTIGATION AND CAN BE USED FORBIDDING PURPOSES. THE CONTRACTOR SHALL VERIFY ALL EXISTING JOB CONDITIONS,REVIEW ALL DRAWINGS AND VERIFY DIMENSIONS PRIOR TO CONSTRUCTION. THECONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL DISCREPANCIES AND EXCEPTIONSBEFORE PROCEEDING WITH THE WORK. DRAWINGS FOR THE EXISTING CONSTRUCTIONARE AVAILABLE FOR REVIEW.

EC-3) THE REMOVAL, CUTTING, DRILLING, ETC. OF EXISTING WORK SHALL BE PERFORMEDWITH GREAT CARE AND SMALL TOOLS IN ORDER NOT TO JEOPARDIZE THE STRUCTURALINTEGRITY OF THE BUILDING. IF STRUCTURAL MEMBERS OR MECHANICAL, ELECTRICAL, ORARCHITECTURAL FEATURES NOT INDICATED FOR REMOVAL INTERFERE WITH THE NEWWORK, THE ARCHITECT SHALL BE IMMEDIATELY NOTIFIED AND PRIOR APPROVAL SHALL BEOBTAINED BEFORE REMOVAL OF MEMBERS.

EC-4) PRIOR TO CORING OR SAWING EXISTING CONCRETE WALLS AND SLABS FOR NEWPENETRATIONS, CONTRACTOR SHALL LOCATE EXISTING REINFORCING IN CONCRETE USINGA NON-DESTRUCTIVE METHOD. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND SEROF NEW PENETRATION LOCATIONS IN CONFLICT WITH EXISTING REINFORCING. DO NOT CUTEXISTING REINFORCING WITHOUT PRIOR APPROVAL BY THE ARCHITECT AND SER.

EC-5) THE CONTRACTOR SHALL SAFELY SHORE EXISTING CONSTRUCTION WHEREVEREXISTING SUPPORTS ARE REMOVED TO ALLOW THE INSTALLATION OF THE NEW WORK. ALLSHORING METHODS AND SEQUENCING OF DEMOLITION SHALL BE SPECIFIED BY A LICENSEDSTRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THIS PROJECT IS LOCATED, TO BERETAINED BY THE CONTRACTOR. SEE SPECIFICATIONS FOR DETAILED REQUIREMENTS.

EC-6) THE CONTRACTOR SHALL PERFORM THE WORK WITH A MINIMUM OF INCONVENIENCETO THE OWNER AND SO AS NOT TO INTERRUPT THE DAY TO DAY WORK OPERATIONS. THECONTRACTOR SHALL ENSURE SAFE PASSAGE OF PERSONS AROUND AREAS OFCONSTRUCTION AND SHALL CONDUCT OPERATIONS TO PREVENT DAMAGE OR HARM TOTHE FACILITIES AND PEOPLE. COORDINATE ALL OPERATIONS WITH THE OWNER OR HISAGENT.

EC-7) THE CONTRACTOR SHALL VERIFY THE LOCATION OF EXISTING UTILITIES BEFOREBEGINNING WORK. SPECIAL CARE SHALL BE TAKEN TO PROTECT UTILITIES THAT ARE TOREMAIN IN SERVICE DURING CONSTRUCTION.

EC-8) THE CONTRACTOR SHALL PROMPTLY REPAIR DAMAGE CAUSED DURING OPERATIONSWITH SIMILAR MATERIALS AND WORKMANSHIP.

EC-9) ALL REMOVED ITEMS, MATERIALS AND DEBRIS, UNLESS OTHERWISE NOTED, SHALLBECOME THE PROPERTY OF THE DEMOLITION CONTRACTOR AND SHALL BE REMOVEDPROMPTLY FROM THE SITE AND DISPOSED OF IN A LEGAL MANNER.

CD CODES AND DESIGN CRITERIA

CD-1) PERFORM ALL CONSTRUCTION IN CONFORMANCE WITH THE BUILDING AND DESIGNCODES REFERENCED WITHIN THESE DOCUMENTS. THE PROJECT DOCUMENTS REFER TOTHE FOLLOWING CODES AND STANDARDS, UON:

2013 CALIFORNIA BUILDING CODE (CBC) WITH DSA/SS AMENDMENTS

CD-2) RISK CATEGORY: III SCHOOL

CD-3) LIVE LOADS:OFFICES 50 LBS./SQ. FT.

CORRIDORS ABOVE FIRST FLOOR 80 LBS./SQ. FT. ALL OTHER LOBBIES & CORRIDORS 100 LBS./SQ. FT. EXIT FACILITIES 100 LBS./SQ. FT. LIGHT STORAGE AREA 125 LBS./SQ. FT. MECHANICAL ROOMS 150 LBS/SQ. FT. OR ACTUAL WEIGHT ROOFS 20 LBS./SQ. FT. [UNREDUCED] FITNESS CENTER TYPICAL 100 LBS./SQ. FT.

FREE WEIGHT AREA 150 LBS/SQ FT.

CD-5) WIND LOAD DESIGN DATA:MAIN WIND FORCE RESISTING SYSTEMBASIC WIND SPEED, V 115 MPHEXPOSURE CRISK/OCCUPANCY CATEGORY III

CD-6) SEISMIC LOAD DESIGN DATA:SEISMIC IMPORTANCE FACTOR (Ie) 1.25Ss [1.500] gS1 [0.600] gSDS [1.000] gSD1 [0.600] gSITE CLASS [D]SEISMIC DESIGN CATEGORY [D]LATERAL SYSTEM DESCRIPTION INTERMEDIATE PRECAST SHEAR

WALLSSEISMIC RESPONSE COEFFICIENT (Cs) [0.31]RESPONSE MODIFICATION FACTOR (R) 4ANALYSIS PROCEDURE DESCRIPTION EQUIVALENT LATERAL FORCE

CD-7) IN CASES WHERE THE CONTRACTOR DETERMINES THAT SUSPENDED OR FLOORMOUNTED MEP EQUIPMENT LOADS EXIST WHICH EXCEED DESIGN LOADS INDICATED ONCONTRACT DOCUMENTS, CONTRACTOR SHALL SUBMIT LOAD DATA TO DESIGNPROFESSIONALS FOR REVIEW PRIOR TO PROCEEDING WITH WORK.

CD-8) DISTRIBUTE THE MAXIMUM LOAD HUNG FROM ANY STRUCTURAL MEMBER FOR MEPDUCTWORK, PIPING ETC OVER THE MEMBER’S TRIBUTARY AREA IN A WAY THAT THEDESIGN SUPERIMPOSED DEAD LOADS LISTED IN CONTRACT DOCUMENTS ARE NOTEXCEEDED. THE CONTRACTOR SHALL COORDINATE THE LOADS OF ALL TRADES ANDPROVIDE ADDITIONAL SUPPORT OR DISTRIBUTION FRAMING AS REQUIRED TO ACHIEVETHE ALLOWABLE LOAD DISTRIBUTION.

CD-9) ESCALATOR SUPPORTS AND PITS ARE BASED ON ESCALATOR TYPES INDICATED ONARCHITECTURAL CONTRACT DOCUMENTS. CONTRACTOR SHALL SUBMIT FOR REVIEW ANYPLANNED CHANGE TO ESCALATORS TO DESIGN PROFESSIONALS PRIOR TO SUBMITTINGCORRESPONDING STRUCTURAL SHOP DRAWINGS FOR ACTION.

CD-10) ELEVATOR GUIDERAIL SUPPORTS, MACHINE ROOMS, PITS, AND PENTHOUSES AREBASED ON ELEVATOR TYPES INDICATED ON ARCHITECTURAL CONTRACT DOCUMENTS.CONTRACTOR SHALL SUBMIT FOR REVIEW ANY PLANNED CHANGE TO ELEVATORS TODESIGN PROFESSIONALS PRIOR TO SUBMITTING CORRESPONDING STRUCTURAL SHOPDRAWINGS FOR ACTION.

CD-11) STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT.MOUNT VIBRATING EQUIPMENT ON VIBRATION ISOLATORS.

CD-12) SERVICEABILITY

LIVE LOAD DEFLECTION IS LESS THAN L/360 AT FLOORS AND OCCUPIABLE ROOFS .

CD-13) CONNECTIONS OF SYSTEMS DESIGNED BY CONTRACTOR’S ENGINEER SUCH AS,BUT NOT LIMITED TO, CLADDING, STAIRS, ELEVATORS, ESCALATORS, PRECAST STADIA,AND MEP LOADS ARE ASSUMED TO IMPOSE VERTICAL AND/OR HORIZONTAL LOADS ONTHE BASE BUILDING STRUCTURAL MEMBERS WITHOUT GENERATING TORSION IN THESUPPORTING STRUCTURAL MEMBERS. CONTRACTOR IS RESPONSIBLE FOR FURNISHINGAND INSTALLING ALL SUPPLEMENTARY BRACING MEMBERS AS REQUIRED TO PREVENTTORSION ON THE BASE BUILDING STRUCTURE.

CD-14) FOR FIRE RATING AND FIREPROOFING ASSEMBLY EVALUATIONS, CONSIDER THEFOLLOWING ASSEMBLIES RESTRAINED: COMPOSITE WIDE-FLANGE STEEL FRAMING,INTERIOR BAYS OF CONTINUOUS CAST-IN-PLACE CONCRETE CONSTRUCTION. CONSIDERALL OTHER ASSEMBLIES UNRESTRAINED.

FN FOUNDATIONS

FN-1) THE FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INVESTIGATION REPORTBY NO GEOTECHNICAL REPORT RECEIVED.

FN-2) FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE FOLLOWING DESIGN VALUESFROM THE GEOTECHNICAL INVESTIGATION REPORT:

NET ALLOWABLE BEARING CAPACITY: 2,500PSF

SEE GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS AND INFORMATION. DESIGNVALUES SHALL BE FIELD VERIFIED BY QUALIFIED GEOTECHNICAL CONSULTANT RETAINED BYTHE OWNER .

FN-3) THE CONTRACTOR SHALL VERIFY FOUNDATION INSTALLATION AND CONSTRUCTION ISIN CONFORMANCE WITH THE RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL REPORT.

FN-4) CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALL EXCAVATION.WHERE NECESSARY, SHEET AND SHORE THE EXCAVATION WITH ALL REQUIRED TIEBACKS ANDBRACING AS DETERMINED BY CONTRACTOR'S STRUCTURAL ENGINEER.

FN-5) PROVIDE BRACING FOR ALL BASEMENT FOUNDATION WALLS PRIOR TO BACKFILLING.THIS BRACING SHALL REMAIN IN PLACE UNTIL ALL SLABS AND BEAMS FRAMING INTO WALLHAVE BEEN PLACED AND HAVE ATTAINED [100] PERCENT OF THEIR DESIGN STRENGTH.

FN-6) DO NOT BACKFILL AGAINST CANTILEVER RETAINING WALLS UNTIL THE CONCRETE HASATTAINED 100 PERCENT OF ITS DESIGN STRENGTH.

CM CONCRETE MATERIALS

CM-1) CONCRETE STRENGTHS AND WEIGHT (SEE SPECIFICATION SECTION 03 30 00 FORADDITIONAL CONCRETE PROPERTIES):

CM-2) ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED.

CM-3) THE USE OF CALCIUM CHLORIDE AND OTHER CHLORIDE CONTAINING AGENTS ISPROHIBITED. THE USE OF RECYCLED CONCRETE IS PROHIBITED. PLACEMENT WITHIN ANDCONTACT BETWEEN ALUMINUM ITEMS, INCLUDING ALUMINUM CONDUIT, AND CONCRETE ISPROHIBITED.

GR GENERAL REQUIREMENTS

GR-1) AS USED IN THESE GENERAL NOTES:"DRAWINGS" MEANS THE LATEST STRUCTURAL DESIGN DRAWINGS, UON."SPECIFICATIONS" MEANS THE LATEST PROJECT SPECIFICATIONS, UON.“CONTRACT DOCUMENTS” IS DEFINED AS THE DESIGN DRAWINGS AND THESPECIFICATIONS“SER” IS DEFINED AS THE STRUCTURAL ENGINEER OF RECORD FOR THE STRUCTURE IN ITSFINAL CONDITION.“DESIGN PROFESSIONALS” IS DEFINED AS THE OWNER’S ARCHITECT AND SER. “MEP” INCLUDES, BUT IS NOT LIMITED TO MECHANICAL, ELECTRICAL, PLUMBING, FIREPROTECTION.“CONTRACTOR” IS DEFINED TO INCLUDE ANY OF THE FOLLOWING: GENERAL CONTRACTORAND THEIR SUBCONTRACTORS, CONSTRUCTION MANAGER AND THEIR SUBCONTRACTORS,STRUCTURAL STEEL FABRICATOR OR STRUCTURAL STEEL ERECTOR.“BASE BUILDING STRUCTURE” IS DEFINED AS THE STRUCTURAL FRAME DESIGNED BYTHORNTON TOMASETTI.“STRUCTURE IN ITS FINAL CONDITION” MEANS ALL STRUCTURAL ELEMENTS SHOWN ON THESTRUCTURAL CONTRACT DOCUMENTS ARE INSTALLED AND COMPLETELY CONNECTED ANDINSPECTED WITH NO OUTSTANDING NON-COMPLIANCE ISSUES.

GR-2) THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THE STRUCTURALWORK WITH THE ARCHITECTURAL, CIVIL, MEP CONTRACT DOCUMENTS, AS WELL AS ANYOTHER APPLICABLE TRADES.

GR-3) THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE UNTILTHE CONSTRUCTION OF THE STRUCTURE REACHES ITS FINAL CONDITION.

GR-4) THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, ANDREMOVAL OF TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR NEW ANDEXISTING STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. NO PORTION OF THEPROJECT WHILE UNDER CONSTRUCTION IS INTENDED TO BE STABLE IN THE ABSENCE OFTHE CONTRACTOR’S TEMPORARY SUPPORTS AND BRACES. CONTRACTOR SHALL RETAIN ASTRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED TODESIGN TEMPORARY BRACING AND CONSTRUCTION SUPPORTS.

GR-5) LATERAL LOAD RESISTANCE AND STABILITY OF THE STRUCTURE IN ITS FINALCONDITION IS PROVIDED BY SHEAR WALLS AND LATERAL STABILITY OF OTHER ELEMENTSIS PROVIDED THROUGH FLOOR SLABS AND ROOF DECK.

GR-6) THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS ANDSHALL BE USED IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS.

GR-7) THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS ANDCOORDINATE WITH THE STRUCTURAL DRAWINGS, ARCHITECTURAL DRAWINGS, DRAWINGSFROM OTHER CONSULTANTS, PROJECT SHOP DRAWINGS AND FIELD CONDITIONS.

GR-8) IN CASES OF CONFLICT BETWEEN DRAWINGS AND/OR SPECIFICATIONS AND OTHERDISCIPLINES OR EXISTING CONDITIONS, CONTRACTOR SHALL NOTIFY THE DESIGNPROFESSIONALS AND OBTAIN CLARIFICATION PRIOR TO BIDDING AND PROCEEDING WITHWORK.

GR-9) APPLY DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS WHERE CONDITIONSARE SIMILAR TO THOSE INDICATED BY DETAIL, DETAIL TITLE OR NOTE.

GR-10) ONLY USE DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE DRAWINGS.

GR-11) ASSUME EQUAL SPACING BETWEEN ESTABLISHED DIMENSIONS, IF NOT INDICATEDON DRAWINGS.

GR-12) CENTERLINES OF COLUMNS AND FOUNDATIONS COINCIDE WITH GRID LINEINTERSECTIONS, UON.

GR-13) CENTERLINES OF GRADE BEAMS AND WALLS COINCIDE WITH CENTERLINES OFFOUNDATIONS, UON.

GR-14) CENTERLINES OF FRAMING MEMBERS COINCIDE WITH COLUMN CENTERLINES, UON.

GR-15) THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES ANDUTILITIES FROM DAMAGE.

GR-16) THE CONTRACTOR SHALL VERIFY THAT CONSTRUCTION LOADS DO NOT EXCEED THECAPACITY OF THE STRUCTURE AT THE TIME THE LOAD IS APPLIED.

GR-17) THE CONTRACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATE ELEVATIONSWITH THE AS-BUILT TOP OF SUPPORT ELEVATIONS.

GR-18) THE CONTRACTOR SHALL VERIFY ALL OPENING SIZES AND LOCATIONS WITH OTHERDISCIPLINES. THE DRAWINGS DO NOT SHOW ALL OPENINGS REQUIRED. ADDITIONALOPENINGS, BLOCKOUTS AND SLEEVES MAY BE REQUIRED BY OTHER DISCIPLINES ANDSHALL BE CONSTRUCTED USING THE TYPICAL DETAILS AND/OR THE CRITERIA INDICATEDON THE DRAWINGS. OPENINGS REQUIRED BUT NOT SHOWN ON THE STRUCTURALDRAWINGS MUST BE APPROVED BY THE STRUCTURAL ENGINEER.

GR-19) ELEVATIONS INDICATED ON STRUCTURAL DRAWINGS ARE BASED ON A PROJECTDATUM INDICATED ON THE ARCHITECTURAL DRAWINGS.

LOCATION

CONCRETE CAST AGAINST ANDPERMANENTLY EXPOSED TO EARTH

CONCRETE EXPOSED TO EARTH OR WEATHER:

CONCRETE NOT EXPOSED TO WEATHER OR INCONTACT WITH GROUND

SLABS, WALLS, JOISTS:

NO 11 BARS OR SMALLER.........................................................NO 14 BARS AND LARGER.........................................................

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT, TIES,STIRRUPS, SPIRALS...................................................................

SHELLS, FOLDED PLATE MEMBERS:

COVER

3"

1 1/2"2"

3/4"1 1/2"

1 1/2"

1/2"3/4"

RE CONCRETE REINFORCEMENT

RE-1) ALL CONCRETE SHALL INCLUDE REINFORCEMENT. IF REINFORCEMENT IS NOTSPECIFICALLY INDICATED ON THE DRAWINGS, VERIFY WITH THE STRUCTURAL ENGINEERBEFORE PROCEEDING WITH WORK.

RE-2) REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIALPROPERTIES:

DEFORMED BARS: ASTM A615, GRADE 60, UONWELDABLE DEFORMED BARS: ASTM A706, GRADE 60, UONWELDED BAR ANCHORS: NELSON D2L DEFORMED BAR ANCHORS

(ICC-ES REPORT ER-5217)

RE-3) DETAIL REINFORCEMENT BASED ON THE PROJECT REQUIREMENTS, ACI-318 AND ACI-315,UON.

RE-4) WHERE A 90-DEG, 135 -DEG OR 180-DEG HOOK IS GRAPHICALLY INDICATED, PROVIDECORRESPONDING ACI STANDARD HOOKS PER 1/S5.1, UON.

RE-5) DOWELS SHALL MATCH SIZE AND SPACING OF MAIN REINFORCEMENT, UON.

RE-6) REINFORCEMENT SHALL HAVE CONCRETE PROTECTION (CLEAR COVER) PER ACI 318UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

CJ CONCRETE CONSTRUCTION JOINTS

CJ-1) PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI-318. SUBMIT SHOPDRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATIONS, DETAILS AND THEPLACEMENT SEQUENCE FOR THE STRUCTURAL ENGINEER'S APPROVAL PRIOR TOPROCEEDING WITH WORK.

CJ-2) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, UPTURNEDBEAMS, WALLS AND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS ORAPPROVED IN WRITING BY THE DESIGN PROFESSIONALS PRIOR TO CONSTRUCTION.

CJ-3) PLACE VERTICAL CONSTRUCTION JOINTS IN WALLS TO PROVIDE A [60 FT] MAXIMUMLENGTH OF CONCRETE PLACEMENT AND LOCATE AS FOLLOWS:

A. FOUNDATION WALLS: MINIMUM OF [8 FT] FROM ANY COLUMN LINE OR WALL OPENING

B. GRADE BEAMS SUPPORTING FOUNDATION WALLS: AT CENTERLINES BETWEENSUPPORTS

C. RETAINING WALLS: [60 FT] MAXIMUM LENGTH OF CONCRETE PLACEMENT

CJ-4) PROVIDE CONTINUOUS WATERSTOPS AT ALL CONSTRUCTION JOINTS EXPOSED TOSOIL OR WATER, AS DESCRIBED IN THE SPECIFICATIONS.

SS STRUCTURAL STEEL

SS-1) STEEL MATERIALS:

SS-2) STRUCTURAL STEEL MEMBERS AND CONNECTIONS DENOTED "SLRS" SHALL SATISFYREQUIREMENTS FOR THE SEISMIC LOAD RESISTING SYSTEM IN SPECIFICATION SECTION05 12 10.

SS-3) WHERE NO CAMBER IS INDICATED, FABRICATE BEAMS SO THAT ANY NATURALCAMBER IS UPWARD AFTER ERECTION.

SS-4) SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ONTHE STRUCTURAL DRAWINGS UNLESS APPROVED OTHERWISE BY THE SER IN WRITING.

SS-5) FOR STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER, PROVIDE HOT-DIPPED GALVANIZED FINISH.

SS-6) PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OFWATER. ALL PENETRATIONS THROUGH MAIN MEMBERS SHALL NOT EXCEED 1 1/8"Ø ANDSHALL BE GROUND SMOOTH. THESE DRAINS MUST BE KEPT CLEAN AND OPEN.

SS-7) SHOW ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED INSTRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES ON THESHOP DRAWINGS FOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER.

SS-8) FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIORAPPROVAL OF THE ARCHITECT AND STRUCTURAL ENGINEER.

SS-9) THE CONTRACTOR SHALL SUBMIT A STEEL ERECTION PROCEDURE, PREPAREDUNDER THE SUPERVISION OF A STRUCTURAL ENGINEER LICENSED IN THE STATE OF THELOCATION OF THE PROJECT (THE CONTRACTOR'S ENGINEER) FOR REVIEW BY THESTRUCTURAL ENGINEER OF RECORD. THIS PROCEDURE MUST INCLUDE THE PROPOSEDSURVEY REQUIRED BY THE STEEL SPECIFICATIONS.

SS-10) STEEL USING COMPLETE JOINT PENETRATION GROOVE WELDS THAT FUSETHROUGH THE THICKNESS OF THE FLANGE OR WEB SHALL HAVE A MINIMUM CHARPY V-NOTCH IMPACT TESTING VALUE AS FOLLOWS:

A.) ASTM A6/A6M HOT-ROLLED SHAPES WITH A FLANGE THICKNESS EXCEEDING [2]INCHES AND BUILT-UP HEAVY SHAPES WITH PLATES EXCEEDING [2] INCHES INTHICKNESS: 20 FT-LB @ 70 DEG. F

B.) REGARDLESS OF THICKNESS, ALL TRUSSES, LATERAL SYSTEM MEMBERS(INCLUDING COLUMNS, WIND GIRDERS, BRACES, ETC.): 20 FT-LB @ 70 DEG. F

C.) STEEL EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG. F: 25 FT-LB @[40] DEG. F.

D.) WELD METAL: 20 FT-LB @ MINUS 20 DEG. F AND 40 FT-LB @ 70 DEG. F

E.) WELD METAL EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG. F:25 FT-LB @ MINUS 40 DEG. F

F.) TESTING IS TO BE IN ACCORDANCE WITH ASTM A6/A6M, SUPPLEMENTARYREQUIREMENT S30, CHARPY V-NOTCH IMPACT TEST FOR STRUCTURAL SHAPES -ALTERNATE CORE LOCATION, AT ROLLED SHAPES AND ASTM A673 FOR PLATES, ATANY PERMITTED LOCATIONS.

SS-11) HSS USED AT THE BUILDING EXTERIOR TO HAVE A 1/4" CAP PLATE WITH A PARTIALPEN SEAL WELD UON.

NO 11 BARS OR SMALLER.........................................................NO 14 BARS AND LARGER.........................................................

NO 5 BARS OR SMALLER...........................................................NO 6 BARS AND LARGER...........................................................

SHAPE

WIDE FLANGES & WT'S ASTM A992, GRADE 50

MATERIAL

MISCELLANEOUS PLATES ASTM A36

CONTINUITY PLATES ASTM A572, GRADE 50

ANGLES & CHANNELS ASTM A36

RECTANGULAR HSS (TUBES) ASTM A500, GRADE B

ROUND HSS ASTM A500, GRADE B

BOLTS ASTM A325 N, UON

ANCHOR RODS ASTM F1554, Fy=36ksi, UON

THREADED RODS ASTM A36

STEEL JOIST PER STEEL JOIST INSTITUTE'SSPECIFICATIONS

WELDING ELECTRODES E70, SEE SPECIFICATIONS FOR CVNREQUIREMENTS

WELDED STUDS ASTM A108 HEADED STUDS:TYPE H4L OR S3L BY NELSON OR EQUAL.

RE-7) LAP REINFORCEMENT AS SPECIFICALLY DETAILED ON THE DRAWINGS. SEE REBAROFFSET AND LAP SPLICE SCHEDULE, 1/S4.00.

RE-8) UNLESS OTHERWISE NOTED ALL LAP SPLICES ARE TO BE CLASS "B" SPLICES PERREBAR OFFSET AND LAP SPLICE SCHEDULE, 1/S4.00.

RE-9) PROVIDE MECHANICAL SPLICES FOR BARS LARGER THAN #11 OR WHERE INDICATED.PROVIDE TENSILE, PRE-QUALIFIED, WELDED OR THREADED MECHANICAL SPLICES UON.

RE-10) PROVIDE LAP LOCATIONS AS FOLLOWS, UON:

A. GRADE BEAM / WALL (TOP HORIZONTAL REINFORCEMENT): AT CENTER OF SPANB. GRADE BEAM / WALL (BOTTOM HORIZONTAL REINFORCEMENT): AT SUPPORTSC. WALL INSIDE FACE ( VERTICAL REINFORCEMENT): AT SUPPORTD. WALL OUTSIDE FACE ( VERTICAL REINFORCEMENT): AT MIDHEIGHT OF WALLE. UNLESS OTHERWISE NOTED TERMINATE BARS AT DISCONTINUOUS ENDS WITH STANDARD HOOKS

RE-11) PROVIDE EPOXY COATED REINFORCEMENT AND ACCESSORIES IN AREAS OF DIRECTEXPOSURE TO THE ENVIRONMENT, CHEMICALS, OR DE-ICING FOR THE AREAS INDICATEDON THE DRAWINGS.

RE-12) TERMINATION OF REINFORCEMENT, UON:

A. TERMINATE ALL BARS IN LAPS, 90 DEGREE BENDS, OR WITH DOWELS INTO EXISTINGCONCRETE.

B. BEND TOP MAT OR FOOTING BARS DOWN TO BOTTOM BARS AT ENDS.

C. BEND BOTTOM MAT OR FOOTING BARS UP WITH STANDARD 90 DEGREE BENDS.

D. PROVIDE DOWELS FROM FOOTINGS AND SLABS INTO WALLS AND COLUMNS TO MATCH SIZEAND SPACING OF VERTICAL REINFORCEMENT.

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:2

1 A

M




GENERAL STRUCTURALNOTES

S1.01

01.12.2015

1089-0001

DSA SUBMITTAL

REBAR

EPOXY ANCHORS IN NORMAL-WEIGHT CONCRETE (3000 PSI MIN)

TENSION TEST VALUE (LBS)

#3

#4

#5

#6

#7

#8

EMBEDMENT(IN)

3

4

5

6

7

8

SIZE

#9 9

#10 10

* LISTED EPOXY ADHESIVE MAY NOT BE USED WITH NOTED REBAR SIZES

HILTIHIT-HY 200

6010

9940

13660

15750

20670

3360

26270

32500

HILTIHIT-RE

6150

9330

12860

13550

16540

3510

19580

22060

SIMPSON

3400

5690

7640

9770

12250

15430

SET-XP

*24100

EPOXY ANCHORS IN NORMAL-WEIGHT CONCRETE (3000 PSI MIN)

TENSION TEST VALUE (LBS)EMBEDMENT

(IN)

3

4

5

6

7

8

10

6010

9440

7120

15750

20670

3360

32500

6150

9330

12860

13620

16440

3510

22060

3620

5690

7640

9770

12250

15430

24100

RODTHREADED

DIAMETER

3/4

1

3/8

1/2

5/8

7/8

1 1/4

(IN)

500-SD

HILTIHIT-HY 200

HILTIHIT-RE SIMPSON

SET-XP500-SD

ANCHOR

1/4"

3/8"

1/2"

5/8"

3/4"

2 1/2"

2 1/2"

2 1/4"

3 1/4"

4"

DIAMETER

10

10

10

20

-

HILTI KWIK HUS-EZ IN NORMAL WEIGHT CONCRETE (3000 PSI MIN)

ANCHOR

SIMPSON TITEN HD IN NORMAL WEIGHT CONCRETE (3000 PSI MIN)

TORQUE TESTVALUE (FT-LBS)DIAMETER

3/8"

1/2"

3/4"

2 1/2"

3 1/4"

5 1/2"

10

10

20

PA-5) FIELD TESTING OF POST-INSTALLED ANCHORS IS REQUIRED, UON. TESTINSTALLED ANCHORS IN ACCORDANCE WITH THE FOLLOWING:

A. TEST 100% OF ANCHORS AT ALL STRUCTURAL APPLICATIONS, UON.B. TEST 50% OF ANCHORS AT ALL NON-STRUCTURAL APPLICATIONS (SUCH ASEQUIPMENT ANCHORAGE), UON.C. TEST 10% OF ANCHORS AT SILL PLATE BOLTING APPLICATIONS, UON.D. IF ANY ANCHOR FAILS TESTING, TEST ALL ANCHORS OF THE SAME TYPE

NOT PREVIOUSLY TESTED UNTIL 20 CONSECUTIVE ANCHORS PASS.E. FIELD TESTS SHALL BE EITHER TENSION TESTS OR TORQUE TESTS, AS

REQUIRED FOR THE SPECIFIC ANCHOR TYPE.F. TENSION TESTS: APPLY TEST LOADS TO ANCHORS WITHOUT REMOVING

THE NUT IF POSSIBLE. IF NOT, REMOVE NUT AND INSTALL A THREADEDCOUPLER TO THE SAME TIGHTNESS AS THE ORIGINAL NUT USING A TORQUE

WRENCH. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TOTHE ANCHOR BEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM

WITHDRAWING BY THE FIXTURES. TO BE ACCEPTABLE, ANCHORS SHALL HAVENO OBSERVABLE MOVEMENT AT THE APPLICABLE TEST LOAD (OBSERVABLEMOVEMENT IS DEFINED AS THE WASHER UNDER THE NUT BECOMING LOOSE).G. TORQUE TESTS: TO BE ACCEPTABLE, THE APPLICABLE TEST TORQUE MUSTBE REACHED WITHIN ONE-HALF TURN OF THE NUT.H. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING

LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZEDPROCEDURES.

I. FIELD TESTING SHALL BE DONE IN THE PRESENCE OF THE PROJECTINSPECTOR.

J. TESTING SHOULD OCCUR A MINIMUM OF 24 HOURS AFTER INSTALLATIONOF THE SUBJECT ANCHOR.

PA-6) EXPANSION ANCHORS

A. EXPANSION ANCHORS SHALL BE ONE OF THE FOLLOWING, UON:

HILTI KWIK BOLT TZ(ICC-ES REPORT ESR-1917)

SIMPSON STRONG-BOLT 2(ICC-ES REPORT ESR-3037)

USE OF CARBON STEEL EXPANSION ANCHORS IS LIMITED TO DRY, INTERIORLOCATIONS. USE STAINLESS STEEL EXPANSION ANCHORS AT EXTERIOR,WEATHER-EXPOSED, OR DAMP LOCATIONS.

B. ANCHOR EMBEDMENT AND FIELD TEST VALUES ARE AS FOLLOWS, UON

PA-9) EPOXY ANCHORS AND DOWELS

A. EPOXY SHALL BE ONE OF THE FOLLOWING, UON:

HILTI HIT-HY 200 (ICC-ES REPORT ESR-3187)

HILTI HIT-RE 500-SD (ICC-ES REPORT ESR-2322)

SIMPSON SET-XP (ICC-ES REPORT ESR-2508)

B. RODS EMBEDDED IN EPOXY SHALL BE CARBON STEEL THREADED RODS PER THE EPOXYMANUFACTURER'S ICC-ES REPORT.

C. REINFORCING STEEL BARS EMBEDDED IN EPOXY SHALL BE ASTM A615, GRADE 60, UON.

D. ANCHOR EMBEDMENT AND FIELD TEST VALUES ARE AS FOLLOWS, UON:

PA-8) SCREW ANCHORS

A. SCREW ANCHORS SHALL BE ONE OF THE FOLLOWING, UON:

SIMPSON TITEN HD(ICC-ES REPORT ESR-2713)

HILTI KWIK HUS-EZ(ICC-ES REPORT ESR-3027)

B. ANCHOR EMBEDMENT AND FIELD TEST VALUES ARE AS FOLLOWS, UON:

E. TESTING OF EPOXY DOWELS AT JOINTS BETWEEN NEW AND EXISTING SLABS-ON-GRADE IS NOT REQUIRED.

F. TESTING OF #3 EPOXY DOWELS AT CURBS AND HOUSEKEEPING PADS IS NOTREQUIRED.

G. TESTING SHALL OCCUR AFTER EPOXY HAS CURED, AS PER MANUFACTURER'SRECOMMENDATIONS.

H. OVERHEAD AND/OR CONSTANT TENSION EPOXY ANCHOR INSTALLATIONS NOT SHOWNON THE DRAWINGS SHALL NOT BE PERMITTED UNLESS EACH CONDITION IS REVIEWEDAND APPROVED IN WRITTING BY SER.I. EPOXY ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21DAYS AT TIME OF ANCHOR INSTALLATION.J. INSTALLATION AND INSPECTION OF EPOXY ANCHORS SHALL COMPLY WITH ACI 318-11APPENDIX D SECTIONS D.9.2.2 AND D.9.2.4.

PA-10) POWDER-ACTUATED FASTENERS (PAF):

A. POWDER-ACTUATED FASTENERS SHALL BE ONE OF THE FOLLOWING, UON:HILTI X-U (ICC-ES REPORT ESR-2269) AT METAL.HILTI X-CP72 (ICC-ES REPORT ESR-2379) AT PTDF.SIMPSON POWER-DRIVEN FASTENERS (ICC-ES REPORT ESR-2138)

B. PROVIDE 0.08" THICK x 1.1" SQUARE OR 1.425" ROUND WASHERS FOR ALL POWDER-ACTUATED FASTENERS.C. THE MINIMUM EMBEDMENT OF POWDER-ACTUATED FASTENERS INTO CONCRETE

SHALL BE 1", UON.D. THE EMBEDMENT OF POWDER-ACTUATED FASTENERS INTO STEEL SHALL BE THAT

REQUIRED BY THE PAF MANUFACTURER, UON.E. TESTING OF POWDER-ACTUATED FASTENERS IS NOT REQUIRED.

SU SUBMITTALS

SU-1) [TWENTY] WORKING DAYS PRIOR TO SUBMITTING SHOP DRAWINGS, THECONTRACTOR SHALL SUBMIT FOR STRUCTURAL ENGINEER' S REVIEW A SCHEDULEWHICH DETAILS THE ESTIMATED QUANTITY OF SHOP DRAWINGS AND THE DATE THESHOP DRAWINGS WILL BE RECEIVED BY THE STRUCTURAL ENGINEER. THESTRUCTURAL ENGINEER SHALL HAVE THE OPPORTUNITY TO REVIEW THE PROPOSEDSCHEDULE AND SUBMIT COMMENTS TO THE CONTRACTOR. THE FINAL SHOP DRAWINGSCHEDULE SHALL BE DEVELOPED AND SUBMITTED TO THE STRUCTURAL ENGINEER. INACCORDANCE WITH THE SHOP DRAWING SCHEDULE, THE STRUCTURAL ENGINEERWILL RETURN THE SHOP DRAWING ITEMS WITHIN TEN WORKING DAYS AFTER HAVINGRECEIVED THE REPRODUCIBLE SHOP DRAWING.

SU-2) THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TOARCHITECT AND STRUCTURAL ENGINEER. THE CONTRACTOR IS TO STAMP EACHSUBMITTAL VERIFYING THAT THE FOLLOWING IS ADDRESSED:

1. THE SHOP DRAWING IS REQUESTED.2. THE SHOP DRAWING IS BASED ON THE LATEST DESIGN.3. THE ARCHITECT' S AND STRUCTURAL ENGINEER' S COMMENTS FROM ANY

PREVIOUS SUBMITTALS ARE ADDRESSED.4. THE WORK IS COORDINATED AMONG ALL CONSTRUCTION TRADES.5. REVISIONS FROM PREVIOUS SUBMITTALS ARE CLEARLY MARKED BY CIRCLING OR

CLOUDS.6. SUBMITTAL IS COMPLETE.7. SUBMITTAL DOES NOT INCLUDE SUBSTITUTION REQUEST8. SUBMITTAL SHALL INCLUDE A STAMP INDICATING PROJECT NAME AND

LOCATION, SUBMITTAL NUMBER, SPECIFICATION SECTION NUMBER.

THE STRUCTURAL ENGINEER SHALL RETURN, WITHOUT COMMENT, SUBMITTALS WHICHTHE CONTRACTOR HAS NOT STAMPED OR WHICH DO NOT MEET THE ABOVEREQUIREMENTS. THE STRUCTURAL ENGINEER' S REVIEW OF SUBMITTALS SHALL BEFOR GENERAL CONFORMANCE WITH THE DESIGN INTENT. NO WORK SHALL BESTARTED WITHOUT SUCH REVIEW.

SU-3) FOR COMPONENTS THAT REQUIRE ENGINEERING BY THE CONTRACTOR, PROVIDEA NOTE ON EACH SHOP DRAWING, WRITTEN AND SIGNED BY THE SUPPLIER' SENGINEER, INDICATING THAT THE SHOP DRAWING IS IN CONFORMANCE WITH THECALCULATIONS OF THE CONTRACTOR' S ENGINEER.

SU-4) THE FOLLOWING ITEMS REQUIRE SUBMITTALS FOR STRUCTURAL REVIEW ASOUTLINED IN THE SPECIFICATIONS:

[03 10 00 S CALC CONCRETE FORMWORK03 20 00 S CONCRETE REINFORCING LAYOUT03 30 00 S CONCRETE MIX DESIGNS03 30 00 S CONCRETE CONSTRUCTION JOINT LAYOUT03 41 20 S CALC STRUCTURAL PRECAST CONCRETE03 41 20 S CALC STRUCTURAL PRECAST CONCRETE CONNECTIONS05 12 00 S STRUCTURAL STEEL05 12 00 S SHEAR STUD LAYOUT05 31 00 S STEEL DECK

DE DEMOLITION

DE-1) THE CONTRACTOR IS FULLY RESPONSIBLE FOR THE MEANS AND METHODS OFDEMOLITION AND THE INTEGRITY AND STABILITY OF THE EXISTING STRUCTUREDURING DEMOLITION UNTIL THE WORK IS COMPLETED. THE CONTRACTOR SHALLPROVIDE SHORING IN REQUIRED LOCATIONS WHERE EXISTING CONSTRUCTION TOREMAIN WILL BE AFFECTED BY DEMOLITION.

DE-2) THE CONTRACTOR IS RESPONSIBLE FOR REPAIRS TO ANY STRUCTURALELEMENTS WHICH ARE TO REMAIN AND THAT HAVE BEEN DAMAGED DURING THEDEMOLITION PROCESS TO THE COMPLETE SATISFACTION OF THE OWNER. THEREPAIRS SHALL BE AT NO EXPENSE TO THE OWNER. ALL REPAIR WORK SHALL BEDESIGNED BY A LICENSED STRUCTURAL ENGINEER IN THE STATE OF [STATE] ANDSUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW ANDAPPROVAL PRIOR TO COMMENCING REPAIR WORK.

DE-3) ALL EXISTING FRAMING IS INDICATED FOR REFERENCE ONLY AND IS TO BEFIELD VERIFIED BY THE CONTRACTOR. VERIFY THE EXACT EXTENT OF DEMOLITIONAT THE SITE. DETERMINE THE NATURE AND EXTENT OF DEMOLITION THAT WILL BENECESSARY BY COMPARING THE CONTRACT DOCUMENTS WITH THE EXISTINGCONSTRUCTION.

DE-4) THE CONTRACTOR SHALL USE THE STRUCTURAL CONTRACT DOCUMENTS INCONJUNCTION WITH THE ARCHITECTURAL AND MEP DEMOLITION CONTRACTDOCUMENTS. IN THE EVENT OF CONFLICTS, THE CONTRACTOR SHALL IMMEDIATELYNOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER.

DE-5) THE CONTRACTOR SHALL USE QUALIFIED, EXPERIENCED PERSONNEL FORDEMOLITION AND REMOVAL OPERATIONS. PERFORM DEMOLITION AND REMOVALOPERATIONS IN A CAREFUL AND ORDERLY MANNER TO PREVENT HAZARDS TOPERSONS, DAMAGE TO PROPERTY, AND THE SPREADING OF DUST AND DEBRIS.

DE-6) DO NOT PERMIT PORTIONS OF THE STRUCTURE TO FALL NOR DEBRIS TODROP EXCEPT BY METHODS WHICH WILL INSURE INTEGRITY OF THE STRUCTURE.

DE-7) PRIOR TO THE START OF WORK, VERIFY THAT THE SCOPE OF DEMOLITIONINDICATED ON THE CONTRACT DOCUMENTS SHALL NOT DAMAGE, CUT OR DISRUPTSERVICE OF ANY MECHANICAL SYSTEM, ELECTRICAL SYSTEM OR UTILITYEMBEDDED IN THE EXISTING STRUCTURE.

DE-8) DO NOT REMOVE MORE OF THE EXISTING STRUCTURE THAN INDICATED ONCONTRACT DOCUMENTS. DO NOT DAMAGE, MAR, CUT OR DEFACE THE REMAININGSTRUCTURE OR MATERIALS TO BE REUSED.

DE-9) THE CONTRACTOR SHALL INCLUDE IN HIS BID THE COST OF REMOVINGDEMOLISHED MATERIALS FROM THE SITE IN ACCORDANCE WITH ALL APPLICABLELAWS, CODES AND, AND REGULATIONS. DO NOT CUT (E) REBAR. CONTRACTOR TONOTIFY SER WITH ANY PROPOSALS TO CUT (E) REBAR.

DE-10) WHERE NEW OPENINGS IN EXISTING CONCRETE SLABS OR WALLS ARE TOBE CREATED, THE DEMOLITION CONTRACTOR SHALL CORE HOLES AT THE OUTSIDECORNERS OF THE NEW OPENING PRIOR TO DEMOLITION. SAW-CUT AND DEMOLISHSLAB OR WALL ONLY AFTER THE INSTALLATION OF ALL REQUIRED NEWSTRUCTURAL FRAMING AND/OR REINFORCEMENT IN PLAN OR SECTION, UON. SAWCUTTING SHALL BE STRAIGHT AND SHALL NOT EXTEND INTO EXISTING SLAB ORWALL TO REMAIN NOR BEYOND THE HOLES CORED AT THE CORNERS OF THE NEWOPENING.

PI PERFORMANCE ITEMS

PI-1) THE CONTRACTOR SHALL EMPLOY OR RETAIN A LICENSED STRUCTURAL ENGINEERIN THE STATE IN WHICH THIS PROJECT IS LOCATED TO DESIGN AND DETAILPERFORMANCE ITEMS AS PART OF THE BASE BUILDING STRUCTURE INDICATED IN THECONTRACT DOCUMENTS INCLUDING BUT NOT LIMITED TO:

SC STRUCTURAL STEEL CONNECTIONS

SC-1) ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURALWELDING CODE, ANSI/AWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE LARGEROF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER ANSI/AWS D1.1,OR 3/16 INCH MINIMUM FILLET WELD UON. ANY WELD SIZES SHOWN ON THE DESIGNDRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED INACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN COMPONENTS.

SC-2) WELDING EXPOSED TO LOW (OUTDOOR) TEMPERATURES IN SERVICE SHALLCONFORM TO AWS D1.5.

SD STEEL DECK GENERAL REQUIREMENTS

SD-1) THE MANUFACTURE AND ERECTION OF STEEL DECK AND ITS ANCHORAGE SHALL, AT AMINIMUM, BE IN ACCORDANCE WITH "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKSAND ROOF DECKS" OF THE STEEL DECK INSTITUTE (SDI), CURRENT EDITION AND"SPECIFICATIONS FOR DESIGN OF LIGHT GAGE COLD FORMED STEEL STRUCTURALMEMBERS" AS PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI), CURRENTEDITION.

SD-2) FABRICATE STEEL DECK UNITS AND ACCESSORIES FROM STEEL SHEET CONFORMINGTO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES:

ASTM A653 SQ GRADE 33, , WITH A MINIMUM YIELD STRENGTH OF 33 [38] KSI.HOT-DIPPED GALVANIZED PER ASTM A653 G60.

SD-2) [OR][HOT-DIPPED GALVANIZED PER ASTM A653 G90.]

SD-2) [OR][ASTM A1008, GRADE C WITH PHOSPHATE TREATED AND BAKED-ON RUST INHIBITIVE PAINT]

SD-3) CONFIGURE ALL STEEL DECK LAYOUTS USING THREE OR MORE CONTINUOUS SPANSWHEREVER POSSIBLE. SPLICES SHALL BE LOCATED OVER SUPPORTS. ALL WELDING SHALLCONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE, ANSI/AWS D1.1,LATEST EDITION.

SD-4) CONFIGURE ALL STEEL DECK AS SHOWN ON THE DRAWINGS.

SD-5) SEE TYPICAL DECK NOTES ON SHEET [S7.1] FOR ADDITIONAL REQUIREMENTS.

PA POST-INSTALLED ANCHORS

PA-1) POST-INSTALLED ANCHORS INCLUDE EXPANSION ANCHORS, SCREWANCHORS, EPOXY ANCHORS/DOWELS, AND POWDER-ACTUATED FASTENERS.

PA-2) INSTALL POST-INSTALLED ANCHORS IN ACCORDANCE WITH THE APPLICABLEICC-ES REPORT AND THE MANUFACTURER'S RECOMMENDATIONS.

PA-3) USE SCANNING EQUIPMENT OR OTHER MEANS TO LOCATE AND AVOIDCUTTING OR DAMAGING REINFORCING BARS. SER APPROVAL IS REQUIRED PRIORTO CUTTING OR DAMAGING REINFORCING.

PA-4) SPECIAL INSPECTION IS REQUIRED FOR ALL POST-INSTALLED ANCHORINSTALLATIONS, UON.

C. Hnom IS MEASURED FROM FACE OF CONCRETE SUBSTRATE TO THE END OF THE BOLT.D. CONTRACTOR SHALL PROVIDE ANCHORS WITH SUFFICIENT TOTAL LENGTH FOR THESPECIFIED EMBEDMENT LENGTH, THICKNESS OF FASTENED PART, WASHER AND NUT.

PA-7) EXPANSION ANCHORS IN MASONRY

A. EXPANSION ANCHORS SHALL BE ONE OF THE FOLLOWING, UON:

HILTI KWIK BOLT 3(ICC-ES REPORT ESR-1385)

SIMPSON WEDGE-ALL(ICC-ES REPORT ESR-1396)

USE OF ZINC-PLATED CARBON STEEL EXPANSION ANCHORS IS LIMITED TO DRY,INTERIOR LOCATIONS. USE MECHANICALLY GALVANIZED EXPANSION ANCHORS ATEXTERIOR, WEATHER-EXPOSED, OR DAMP LOCATIONS.

B. ANCHOR EMBEDMENT AND FIELD TEST VALUES ARE AS FOLLOWS, UON:

Hnom

Hnom

SU-5) THE FOLLOWING SHOP DRAWINGS SHALL SHOW THE MAGNITUDES, DIRECTIONS,LOCATIONS AND CONNECTION CONDITIONS OF ALL LOADS IMPOSED ON THEARCHITECTURAL ORNAMENTATION (FLAGPOLES, BANNERS,MASTS, ETC.)ELEVATOR REACTIONSESCALATOR REACTIONSSKYLIGHTSWINDOW WASHING DAVIT SYSTEMS

IN ADDITION TO THE SHOP DRAWING REQUIREMENTS ABOVE, THE FOLLOWING SUBMITTALSSHALL ALSO LIST THE DESIGN LOADS USED AND BE SIGNED AND SEALED BY A LICENSED[PROFESSIONAL, STRUCTURAL] ENGINEER IN THE STATE IN WHICH THE PROJECT ISLOCATED:

ARCHITECTURAL PRECAST CONCRETE AND CONNECTIONSCOLD-FORMED METAL FRAMINGEXTERIOR CLADDING SYSTEMSMETAL STAIRS

SU-6) DEFERRED SUBMITTALS SHALL FIRST BE SUBMITTED TO THE PROJECT ARCHITECTAND/OR THE ENGINEER OF RECORD FOR REVIEW AND COORDINATION. FOLLOWING THECOMPLETION OF THE ARCHITECT'S OR ENGINEER'S REVIEW, A SUBMITTAL TO THE PLANCHECK AUTHORITY SHALL BE MADE FOR REVIEW AND APPROVAL. THIS SUBMITTAL SHALLBE PROCESSED IN ACCORDANCE WITH CBC APPENDIX CHAPTER 1, SECTION 106.3.4.2. FORA LIST OF DEFERRED ITEMS, SEE ARCHITECTURAL DRAWINGS.

5/8" 4" 10

SIMPSON STRONG-BOLT 2 IN LIGHTWEIGHT CONCRETE

302"

3"

SIMPSON STRONG-BOLT 2 IN NORMAL-WEIGHT CONCRETE

5 3/8"

30

60

90

2"

3"

60

TORQUE TESTANCHORDIAMETER HOLE DEPTH VALUE (FT-LBS)

MINIMUM


MINIMUM

3/8"

3/8"

1/2"

5/8"

1/2"

3 5/8" 905/8"

HILTI KWIK BOLT TZ IN LIGHTWEIGHT CONCRETE

2 5/8" 25

40

60

2 5/8"

3 7/8"

HILTI KWIK BOLT TZ IN NORMAL-WEIGHT CONCRETE

TORQUE TEST

3/4"

3/8"

1/2"

5/8"

ANCHORDIAMETER HOLE DEPTH VALUE (FT-LBS)

2 5/8"

5 3/4"

25

40

60

110

2 5/8"

4 3/4"

MINIMUM


MINIMUM

3/8"

1/2"

5/8"

6" 1503/4"

4 3/8" 1503/4"

Hnom

2 5/16"

2 3/8"

4 7/16"

5 9/16"

2 5/16"

2 3/8"

3 9/16"

1 7/8"

2 3/4"

5 1/8"

5 3/4"

1 7/8"

2 3/4"

3 3/8"

4 1/8"

Hnom

Hnom

Hnom

HOLE DEPTHMINIMUM

3"

3 3/4"

6"

4 1/2"

TORQUE TESTVALUE (FT-LBS)HOLE DEPTH

MINIMUM

2 7/8"

2 3/4"

3 5/8"

2 5/8"

4 3/8"

S = SHOP DRAWINGS AND/OR PRODUCT DATA REQUIRED

CALC = SUPPORTING CALCULATIONS REQUIRED, SIGNED AND SEALED BY ALICENSED [PROFESSIONAL, STRUCTURAL] ENGINEER IN THE STATE IN WHICH THEPROJECT IS LOCATED.

THE ITEMS IN THIS SECTION REQUIRE SHOP DRAWINGS, SUBMITTED FOR REVIEW OFINTERACTION WITH THE BASE BUILDING STRUCTURE.

EXPANSION ANCHORFASTENED PART

Hno

m

CONCRETE SUBSTRATE

DE

PT

H

HO

LE

CONCRETE SLAB

CONCRETE FILLOVER STEEL DECK

C LOW FLUTELC LOW FLUTEL

C ANCHORL

FASTENED PART

MAX1"

UNDERSIDE OF CONCRETE FILL OVER STEEL DECK

5/8"

MIN

DE

PT

H

HO

LE

12" MIN

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

DE

PT

HH

OLE

Hno

m

Hno

m

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:2

4 A

M




GENERAL STRUCTURALNOTES

S1.02

01.12.2015

1089-0001

DSA SUBMITTAL

SS

SS

SS

SS

SS

SS

S SS S

SS

SS

SS

SS

SS

S S

H

H

1 1

A

A

3 3

4 4

6 6

J

J

2 2

5 5

7 7

8 8

9 9

A.5

A.5

B

B

E

E

C

C

D

D

F

F

G

G

F.2

F.2

HSS8X8X1/2

HSS6X6X5/16

HSS8X8X1/2

3

S3.03

8.58.5

8.48.4

C.3

A.7 C.8 D.7B.5

G.4

G.4

2.7 2.7

2.2 2.2

5.2 5.2

HSS6X6X3/8

HSS6X6X3/8

HSS6X6X3/8

D.5

D.5

5

S3.01

6

S3.01

5

S3.03

8

S3.03

2

S3.03

9

S3.03

4

S3.03

C.2

4

S3.02

6' -

8"

7' -

2"

15

' - 8

"6

' - 8

"1

' - 6

"2

4' -

0"

25

' - 0

"4

' - 1

0 1

/2"

20

' - 1

1/2

"5

' - 4

"1

8' -

8"

9' -

0"

13

' - 1

0"

2' -

2"

16

' - 0

"

F6 F6

F6

F8

F5

F10

F10

F10

12' - 2" 11' - 8" 24' - 8" 6' - 9 3/4" 17' - 10 1/4" 24' - 8" 24' - 0" 1' - 6" 7' - 2" 10' - 2 1/2" 16' - 9 1/2" 26' - 2"

2.9 2.9

4.1 4.1

6.2 6.2

11' - 6" 3' - 0" 16' - 0"

T.O. FTG -4'-0"

5" THICKSLAB-ON-GRADE,TYP

CF

-8

CF

-6

CF-6

CF-8

2' -

0"

CF

-6

CF

-6

CF-6

CF-6

CF-6A

CF

-6CF-6A

CF-8

CF-6A

HSS6X6X3/8

CF

-6A

S5.30

1

CF

-6

HSS8X8X1/2

4' - 4" 5' - 9"

P2 P2 P2 P2

P2

P3

P3

P3

P3

P3

P3

P3 P3 P3 P3 P3 P4 P4 P4

P1

P1

P1

P1

P1

P1

P2

P2 P2 P2

P2

P1 P1

P2

P2

P1

SL

RS

SL

RS

SLRS

SLRS

SLRS

SLRS

P2

P2

SLRS

SLRS

SLRS

SLRS

P2

SL

RS

SL

RS

SL

RS

SL

RS

P2 P2

SL

RS

SL

RS

SL

RS

P2

P2

P2

1

S4.02

3

S3.01

4

S3.01

ELEVATOR PITT.O.C. [-4'-0"] P

1

P1

P1

P1

T.O.F. [-4'-0"]

CF-1 CF-1CF-1

2

S4.03

1

S4.03

3

S4.03

TYP

5

S4.03

TYP

3

S4.03

5

S4.03

3

S4.03

1

S4.03

1

S4.03

1

S4.03

3

S4.03

3

S4.03

1

S3.02

3

S3.02

2

S3.02

2

S3.01

1

S3.01

5

S4.02

5

S4.02

5

S4.02

TYP

DEPRESSEDSLAB, REF ARCH

DEPRESSEDSLAB, REF ARCH

5

S4.02

TYP

-0' - 2 1/2"

-0' - 3" -0' - 3"

2' - 7 1/2" 6' - 6 1/2" 3' - 0 1/2"

7' -

9 1

/2"

8' -

9 5

/8"

2' -

4 1

/2"

8' -

9 1

/2"

5' -

11

7/8

"6

' - 2

"7

' - 9

1/2

"7

' - 9

1/2

"

3' -

5 1

/2"

3' - 0"

8.2

6' -

2 1

/4"

6' - 8 1/2" 8' - 11 1/2"

P3 P3 P3 P3 P3 P3 P3 P3

P2

P1

S5.31

1

12' - 3 1/2" 3' - 2 1/2"

3' -

0"

4' -

10

"

6' - 4 1/2" 9' - 2 1/2" 5' - 9 1/2" 6' - 0" 3' - 0"

3' - 8 7/8"

4' -

0"

3' -

8"

8' - 0" 3' - 9 1/2"

8' -

0"

1 3

/8"

3' -

6"

7' -

3"

9' -

0 1

/2"

7' - 4" 9' - 0" 3' - 6 1/2"5' - 7 3/8"

1' - 9 1/4" 3' - 1"

2' -

8 1

/2"

2' -

9 1

/2"

2' - 7"

3' -

0"4

' - 6

1/8

"

6' - 0 1/8" 3' - 1 3/4"

2' - 7 1/2" 6' - 6 1/2" 3' - 0 1/2" 12' - 3 1/2" 3' - 2 1/2" 2' - 3 1/2" 9' - 2 1/2"

2' -

5 1

/2"

8' -

6 1

/2"

4' - 10" 3' - 0"

1' -

0"

8"

14' - 9 1/8"

4' -

2"

10"

2"

3' - 0"2' - 2"

2' -

11

1/4

"3

' - 9

1/8

"

2' -

0 3

/4"

SEE

T.O.CONC [0'-0"] TYP U.O.N.

4' -

2"

T/FTG -2' - 0"T/FTG -2' - 0"

T/FTG -2' - 0"

T/FTG -2' - 0"

T/FTG -2' - 0"

T/FTG -2' - 0"

7

S3.03

6

S3.03

T/FTG -2' - 0"

T/FTG -2' - 0" T/FTG -2' - 0"

CF-6

CF

-8A

CF

-8C

F-8

A

CF-8ACF-8 CF-8

5' - 3"

CF-8CF-8A

CF-8

CF

-6

CF

-6A

CF

-6A

CF-6 CF-6

GRADE BEAM

GRADE BEAM

1. SEE GENERAL NOTES ON SHEET S1.01-S1.02.

2. SEE TYPICAL FOUNDATION DETAILS ON SHEET S4.00-S4.04.

3. FOUNDATION PLAN IS TAKEN ABOVE SLAB-ON-GRADE. NOMINAL TOP OF SLABELEVATION IS CALLED OUT IN PLAN. RELATIVE SLAB ELEVATIONS WITHRESPECT TO SLAB REFERENCE ELEVATION ARE SHOWN THUS: [-0'-2"].

4. ELEVATIONS OF TOP OF FOOTINGS ARE SHOWN WITH RESPECT TO SLABREFERENCE. ELEVATIONS ARE SHOWN THUS: [-2'-6'].

5. EXCAVATIONS SHALL BE MADE AS NEAR AS POSSIBLE TO THE NEAT LINESREQUIRED BY THE SIZE AND SHAPE OF THE STRUCTURE. NO MATERIAL IS TOBE EXCAVATED UNNECESSARILY.

6. ALL FOUNDATION EXCAVATIONS MUST BE REVIEWED AND APPROVED BY THESOILS ENGINEER PRIOR TO PLACEMENT OF CONCRETE.

7. VERIFY LOCATION OF UNDERGROUND UTILITIES BEFORE EXCAVATIONS.NOTIFY ARCHITECT PRIOR TO EXCAVATION IN THE EVENT SUCH UTILITIES AREENCOUNTERED.

8. CONTRACTOR SHALL COORDINATE ALL UTILITY PENETRATIONS THROUGHFOOTINGS, CONCRETE WALLS, AND SLABS WITH DETAILS ON SHEETS4.00-S4.04.

9. FOR DRAINAGE DETAILS, SUMPS, PITS, DAMP PROOFING, TRENCHES,CURBS, EXTERIOR WALKS, UTILITIES, EQUIPMENT DETAILS, STEPS,ETC., SEE DRAWINGS OTHER THAN STRUCTURAL.

10. SLAB CONSTRUCTION AND CONTROL JOINT LOCATIONS SHALL BEAPPROVED BY THE ARCHITECT PRIOR TO PLACING ANY CONCRETE.

11. CURBS AND DEPRESSIONS ARE SHOWN FOR REFERENCE ONLY. SEEARCH DWGS FOR LOCATIONS, HEIGHT, AND THICKNESS.

12. SEE ARCH DWGS FOR EDGE OF SLAB LOCATIONS.

13. MARKS F1, ETC. DENOTE FOOTING TYPE. SEE FOOTING SCHEDULE ONSHEET S4.03.

14. MARKS CF-1, ETC. DENOTE CONTINUOUS FOOTING TYPE. SEE FOOTINGSCHEDULE ON SHEET S4.03.

15. MARKS DENOTE STEP IN FOUNDATION. SEE DETAIL 8/S4.3.

16. DESIGNATES PANEL TYPE. SEE 4/S4.10 FOR PANEL SCHEDULEX

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:2

5 A

M




PHYSICAL EDUCATIONBUILDING FOUNDATIONPLAN

S2.01

01.12.2015

1089-0001

DSA SUBMITTAL

1/8" = 1'-0"

FOUNDATION PLAN1 NOT TO SCALE2

FOUNDATION PLAN NOTES

H

H

1 1

A

A

3

3

4 4

6 6

J

J

HSS6X0.500COLUMN ABOVE


HSS6X6X5/8ABOVE

OPEN

2 2

5 5

7 7

8 8

9 9

A.5

A.5

B

B

E

E

C

C

D

D

F

F

G

G

F.2

F.2

MC12X35 W21X44

W18

X35

c=

1"

W18

X35

c=

1"

W18

X35

c=

1"

W18

X35

c=

1"

W18

X35

c=

1"

W16X26 W16X26 W16X26

W16

X26

c=

3/4"

W14

X22

W16

X26

c=

3/4"

W16

X26

c=

3/4"

W14

X22

W12

X30

W14

X22

W14

X22

c=

3/4"

W12X14

W12

X26

W24X62

W16

X26

W14

X22

W14

X22

W12X26

W24

X55

W21X44

W24

X55

W24

X76

W30

X90

W33

X11

8

W18X40

W18X40

W18X40

W21X44

W21X44 [-0'-6 3/4"]

W21X44

W21X44

W18X40

W18X40

W21X44

(SKEWED)

W36X150

W21X44 W30X116

W24

X55

W12X14

W21

X44

W36X150

(SKEWED)

OPEN

W12

X14

W12X26

W33X130

W33X141

W18X35

W18X35

W12X26

T/SLAB 15' - 0"

3

S3.03

8.58.5

8.4

8.4

C.3

A.7 C.8 D.7B.5

W14

X22

c=

3/4"

W14

X22

c=

3/4"

W14

X22

W14

X22

W14

X22

c=

3/4"

W14

X22

G.4

G.4

2.7 2.7

2.2 2.2

5.2 5.2

D.5

D.5

5

S3.01

6

S3.01

5

S3.03

8

S3.03

2

S3.03

1

S3.01

2

S3.01

3

S3.01

4

S3.01

9

S3.03

1

S3.02

3

S3.02

2

S3.02

4

S3.03

W12

X26

C.2

4

S3.02

2.9

2.9

4.14.1

W30X108

W27X84

W30X132

W21X44

W21X44

W21X44

W12X14

MC12X35

MC

12X

35

MC12X35

W12

X16

W12

X16

W12

X16

W12

X16

MC

12X

35M

C12

X35

MC

12X

35M

C12

X35

MC

12X

35M

C12

X35

MC

12X

35

MC12X35 MC12X35

MC

12X

35

W12

X16

W12

X16

W12

X16

MC12X35MC12X35

MC

12X

35

W12X26

MC

12X

31

W12

X26

MC

12X

35

MC

12X

35

W12X16

W12X16

W12X16 W12X16

MC

12X

35

6.2 6.2

W16

X26

W16

X26

W12X14 W12

X14

SLOPES 1/4"/FT

T.O. CONCRETE +16'-6" AT F/WALL

OPEN

WT7X19

SLO

PE

S 1

/4"/

FT

W16

X26

c=

3/4"

W14

X22

W16X26W14X22

W14

X22

T.O. CONCRETE +14'-5" AT F/WALL

SLO

PE

S 1

/4"/

FT

6"

VARIES

W14

X22

c=

3/4"

W18X40

MC12X35

MC12X35

S5.30

2

MC12X35

MC

18X

42.7

MC

18X

42.7

MC12X35 MC12X35 MC12X35

FLAT HSS12X8X1/2 c=1"

MC

12X

35

1

S4.11TYPUON

9

S4.11

9

S4.11

1

S4.11TYP

1

S4.11

TYP

9

S4.11

9

S4.11

1

S4.11

TYP

S4.11

7

SLR

S

SLR

S

SLRS

SLRS

SLRS

SLRS

SLRS

SLRS

SLRS

SLRS

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

W12

X14

D2

W18

X35

c=

1"

D1

SLRS

W12X14

W18X35

8.2 8.2

W12

X14W12X16 W12X16 W12X16

W12X26

W10X22W10X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10X22W12X26 W10X22 W10X22

W12X16W12X16W12X16

W10

X22

W10X22

HSS6x2x1/4TYP

HSS6x6x1/4

W10X22

W10X22

HSS6x6x

1/4

VERIFY LOCATION OFMECH SUPPORT BEAMSW/EQUIP SUPPLIER, TYP.

W12

X16

W12

X16

D1

@ MECHUNIT10

S5.13S5.21

4

S5.21

3

S5.21

3S4.11

7

S4.11

7

S5.31

2AHU18700LB

2' -

2"

3' -

0"

5"


16' - 0"

W24

X55

LIVE LOAD 150 PSF.

34' - 0"

38' - 9"


S4.12

2A


4' -

0"

3' -

8"

7

S3.03

6

S3.03

EQ EQ

MC

12X

31

MC

12X

31 MC12X31

W10X22

W10

X22

W10

X22

S4.11

7

W12

X26 7"

W12

X26

MC12X31

W12

X26

W12X26

W12X26

(2) #5 BARS

(2) #5 BARS

(2)

#5 B

AR

S

(2)

#5 B

AR

S

PE

R S

CH

ED

TY

P

1.25

* C

LAS

S

W12X26

W10

X22

W10

X22

W12

X26

W12

X26

W12

X26

5' -

0"

W12X14

22

S5.21

7

4C

S5.01

4"

SEE GENERAL NOTES ON SHEET S1.01 - S1.02.

SEE TYPICAL STEEL DETAILS ON SHEETS S5.00 - S5.03.

ELEVATION TO FLOOR TOP OF CONCRETE IS GIVEN WITH RESPECT TONOMINAL FIRST FLOOR ELEVATION AND SHOWN THUS: +[14'-6"].

TOP OF STEEL BEAMS ARE FLUSH AND OCCUR IMMEDIATELY BELOW STEELDECK, UON.

ELEVATIONS TO TOP OF STEEL FRAMING IS GIVEN RELATIVE TO TYPICALTOP OF STEEL AND ARE SHOWN THUS [-0'-6"]

BEAMS SHALL BE ON GRID LINES ANS AS DIMENSION ON FRAMING PLAN.BEAMS AND BEAM FLANGE BRACING SHALL BE EQUALLY SPACED IN BAYS,UON.

MARKS D1, ETC DENOTE DECK TYPE. SEE SCHEDULE ON 3/S5.10. SEETYPICAL STEEL DECK NOTES AND DETAILS ON S5.10 - S5.13.

MARKS "DO" APPLY TO BEAM SIZES, ELEVATIONS AND CONNECTIONS.

DEPRESSIONS, CURBS AND OPENINGS SHOWN ON THIS PLAN ARE NOTCOMPLETE AS TO NUMBER, SIZE, AND LOCATION. FOR COMPLETEINFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL.

GENERAL CONTRACTOR SHALL COORDINATE THE LOCATION OFEQUIPMENT SUPPORT BEAMS AND BEAMS AROUND FLOOR OPENINGS WITHALL PROJECT REQUIREMENTS.

EDGE OF SLAB LOCATIONS ARE APPROXIMATE, SEE ARCH DWGS FOREDGE OF SLAB DIMENSIONS.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:2

9 A

M




PHYSICAL EDUCATIONBUILDING SECONDFLOOR FRAMING PLAN

S2.02

01.12.2015

1089-0001

DSA SUBMITTAL

1/8" = 1'-0"

SECOND FLOOR FRAMING PLAN1

12" = 1'-0"2FLOOR FRAMING NOTES

D3

H

H

1 1

A

A

3 3

4 4

6 6

J

J

2 2

5 5

7 7

8 8

A.5

A.5

B

B

E

E

C

C

D

D

F

F

G

G

F.2

F.2

TR

US

S

TR

US

S

TR

US

S

TR

US

S

W12X30

W12X22

W12X22

W12X22

W12X22

W12X22

W12X30

W12X30

W12X22

W12X22

W12X22

W12X22

W12X22

W12X30

W12X30

W12X22

W12X22

W12X22

W12X22

W12X22

W12X30

W12X22

W12X22

W12X30

W12X22

W12X22

W12X22

W12X22

W12X22

W12X30

W12X22

W18X35 W16X31

W18

X35

W18

X35

W24

X55

W18

X35

W21

X44

W18X40 W16X31

W18X40

W18X35

W16X31

W16X31

W16X31

W16X31

W12

X22

W12X16

W18X35

W12X26

W18X40 W16X31

W18

X35

W18

X35

W18X60

(SKEWED)W18X40

W12X26 W21X44

W21X44

W12X26

W12X26

W12X26

W12X26

W12

X16

W12X16 W12X16

W24X94

W16

X40

W21

X50

W21

X50

T/DECK 36' - 1 1/2"

T/DECK 31' - 6"

3

S3.03

8.58.5

8.4

8.4

C.3

A.7 C.8 D.7B.5

G.4

G.4

2.7 2.7

2.2 2.2

5.2 5.2

D.5

D.5

W12X16

5

S3.01

8

S3.03

3

S3.01

4

S3.01

9

S3.03

1

S3.02

2

S3.02

1

S5.20

4

S3.03

C.2

TYP @ TRUSS

W12X22

W12X30

W12X22

W12X22

W12X22

W12X22

W12X22

W12X22

W12X30

W12X22

W12X30

W12X22 W12X22

W12X22

W12X22 W12X22

W12X22

W27X84

W24

X68

W12

X65

W12X26

W12

X40

W16

X26

W12X26

2.9 2.9

4.1 4.1

MC12X31

W12

X19

W12

X19

W12

X19

W12

X19

MC12X31

MC

12X

31

MC12X31 MC12X31 MC12X31 MC12X31 MC12X31

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

MC

12X

31

MC12X31

W18X40

W18X40 W16X31

W16X31

W12X26

W18X40

W18X40

W12

X16

W12

X16

MC12X31

MC

12X

31

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

MC12X31

W12

X16

MC12X31 MC12X31

6.2 6.2

W12

X26

W12

X26

W12

X26

W18X35

W12X26 W12X26

MC12X31

MC

12X

35M

C12

X35

MC

12X

31M

C12

X31

W16

X40

W24X55W24X55

MC

12X

31

MC12X31

MC

12X

31

MC12X31

5

S4.11TYP

10

S4.11

10

S4.11

TYP @ELEV.CORE

5

S4.11TYP

1B

S5.21

1B

S5.21

1B

S5.211B

S5.211B

S5.21

1B

S5.21

1B

S5.21

1B

S5.211B

S5.211B

S5.21

1B

S5.21

1B

S5.21

1B

S5.211B

S5.211B

S5.21

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16 1B

S5.21

1B

S5.21

1B

S5.211B

S5.211B

S5.21

2

S5.21

1

S4.12

1

S4.12

TYP

TYP

SLRS

SLRS

SLRS

SLRS

SLRS

SLRS

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLRS

W12

X26

W12

X26

W12

X26

8.2 8.2

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12

X16

W12X16

W12X16

VERIFY LOCATION OFMECH SUPPORT BEAMSW/EQUIP SUPPLIER, TYP.

5

S5.21 TYP @ MECHSUPPORT BMS

AHU226,000 LB

AHU317,500 LB1A

S5.21

1A

S5.21

1A

S5.21

1A

S5.21

1A

S5.21

W12

X14

EQ

EQ

EQ

EQ

EQ

EQ

EQ

EQ

EQ

EQ

T/DECK 30' - 9"

D3

T/DECK 31' - 6"

W12X14

W21

X44

7

S3.03

6

S3.03

W12

X26

W12

X16

W12

X16

W12

X16

W12

X30

W12

X16

W12

X30

W12

X30

W12

X30

MC

12X

31

W12

X26

W12

X26

W12

X26

W12

X26

22

22

22

2

22

22

22

22

22

22

W12

X16

W12

X16

W12

X16

W12

X16

W16X31

W12X14

22

W12

X26

W12

X26

W12

X26

W12

X26

KICKERS AT 4' O.C. ALONGLARGE OVERHANG

W12

X19

W12X19

8

S5.21

(2) #5 BARS

(2) #5 BARS

SEE GENERAL NOTES ON SHEET S1.01-S1.02.

SEE FRAMING PLAN NOTES ON SHEET S2.1 FOR INFORMATION NOTNOTED.

NOMINAL ROOF LINE AND ROOF SLOPE VARIES.

TOP OF STEEL BEAMS ARE FLUSH AND OCCUR IMMEDIATELY BELOWSTEEL DECK, UON.

MARKS "DO" APPLY TO BEAM SIZES, ELEVATIONS, AND CONNECTIONS.

FOR ROOF FILLS, DRAINS, EQUIPMENT, CURBS, ETC., SEE DRAWINGSOTHER THAN STRUCTURAL.

DEPRESSIONS AND ROOF OPENINGS SHOWN ON PLAN ARE NOTCOMPLETE AS TO SIZE, NUMBE AND LOCATION. FOR COMPLETEINFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL.

GENERAL CONTRACTOR SHALL COORDINATE THE LOCATION OFEQUIPMENT SUPPORT BEAMS WITH EQUIPMENT REQUIREMENTS.

1.

2.

3.

4.

5.

6.

7.

8.

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:3

3 A

M




PHYSICAL EDUCATIONBUILDING ROOFFRAMING PLAN

S2.03

01.12.2015

1089-0001

DSA SUBMITTAL

1/8" = 1'-0"

ROOF FRAMING PLAN1

NOT TO SCALE2ROOF FRAMING NOTES

GYM ROOF36' - 1 1/2"

2ND FLOOR15' - 0"

1ST FLOOR0"

A A.5 B EC D F F.2C.3 D.5

PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT

3' -

0" 8'

- 0

"

14' -

0"

4' -

0"

7' -

10

1/2"

TY

P

4' -

4 1

/2"

P3 P3P3 P3 P3 P4 P4 P4

TY

P

4' -

0"

HD

1' - 1"

HD

#8 TRIM BAREA. FACE

TY

P

Ld P

ER

SC

HE

D,

4

S4.12

4

S4.12

4

S4.125

S4.12

6

S4.12

S4.13

1B

7' -

10

1/2"

S4.13

1B

2ND FLOOR15' - 0"

1ST FLOOR0"

H JG G.4

PANEL JOINT

P1 P1

4' -

0"

4' -

0"

3' -

7 1

/2"

4' -

4 1

/2"

HD HD

2ND FLOOR15' - 0"

1ST FLOOR0"

A.5 B

3' -

7 1

/2"

6' -

0" P2

HD HD

S4.10

6

TYP ATCORNER

S4.04

1

TYP

2ND FLOOR15' - 0"

1ST FLOOR0"

H JG G.4

PANEL JOINT

5' -

0"

4' -

0"

HD

P2 P2

6' -

0"

3' -

7 1

/2"

S4.10

9

TYP

S4.11

8

S4.11

7

T.O. FOOTING-2' - 0"

ROOF30' - 9"

2ND FLOOR15' - 0"

1ST FLOOR0"

G G.4

8' -

0"

2' -

7 1

/2"

3' -

4 1

/2"

3' -

7 1

/2"

P1

4' -

4 1

/2"

3' -

7 1

/2"

HD HD

7' -

4 1

/2"

T.O. FOOTING-2' - 0"

ROOF30' - 9"

2ND FLOOR15' - 0"

1ST FLOOR0"

GG.4

4' -

4 1

/2"

2' -

7 1

/2"

3' -

7 1

/2"

P1

HD

1' - 1"

HD

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:3

7 A

M




CONCRETE PANELELEVATIONS

S3.01

01.12.2015

1089-0001

DSA SUBMITTAL

1/8" = 1'-0"5PANELS ALONG 3

1/8" = 1'-0"6PANELS ALONG 5.2

PANEL NOTES

1. SEE GENERAL NOTES ON SHEET S1.00 TO S1.02

2. DENOTES PANEL DESIGNATION "X", SEE FOUNDATION PLANS FOR PANEL LOCATION. SEE 4/S5.10 FOR SCHED.

3. ALL PANELS ARE VIEWED FROM INSIDE OF BUILDING U.O.N. PANELSARE CAST OUTSIDE FACE DOWN

4. SEE REINFORCING SCHEDULE AND DETAILS ON SHEET S4.10.

5. ALL REINFORCEMENT SHOWN IN PANEL ELEVATIONS IS INADDITIONAL TO TYPICAL PANEL REINFORCEMENT U.O.N

6. VERIFY ALL OPENING DIMENSIONS WITH ARCH & MEPDRAWINGS.

7. MARKS HD-X DENOTES HOLDOWN DESIGNATION "X", SEE SHEET S4.04

8. MISCELLANEOUS STEEL (I.E. EMBED PLATES LEDGERS, ETC)ARE NOT SHOWN ON THESE ELEVATIONS FOR CONCRETEDETAILING CLARITY. IT IS THE CONTRACTOR'S RESPONSIBILITYTO COORDINATE THE REQUIREMENTS. PROPER ERECTION OFTHE COMPLETED STRUCTURE AS DETAILED IN THESESTRUCTURAL DRAWINGS.

9. PANEL DIMENSIONS ON ELEVATION ARE NOMINAL. PROVIDE3/4" GAP BETWEEN ADJACENT PANELS UNLESS OTHERWISENOTED.

10. BOTTOM OF PANEL OCCURS 1½ ABOVE TOP OF FOOTING TO ALLOW FOR GROUTPLACEMENT. INSTALL GROUT AS SOON AS PRACTICAL AFTER PANELS ARE ERECTED AND IN FINAL POSITION (PLUMB AND TRUE).

11. ARCHITECTURAL FEATURES SUCH AS REVEALS, SCUPPERS, ETC. ARE NOTSHOWN ON STRUCTURAL ELEVATION. REFER TO OTHER DRAWINGS FORCOMPLETE INFORMATION.

12. IN ADDITION TO REINFORCEMENT SHOWN AND NOTED, THE CONTRACTOR SHALLPROVIDE ADDITIONAL REINFORCEMENT, ANCHORAGES, INSERTS, LIFTINGDEVICES AND ALL OTHER MATERIALS NECESSARY FOR PANEL ERECTION.

13. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF WALL PANELS FOR ERECTIONDESIGN CALCULATIONS FOR PANEL ERECTION SHALL BE PREPARED BY A LICENSEDCALIFORNIA CIVIL OR STRUCTURAL ENGINEER AND SUBMITTED TO THE ARCHITECT FORREVIEW PRIOR TO PANEL FABRICATION.

14. SUBMIT SHOP DRAWINGS TO THE ARCHITECT FOR REVIEW PRIOR TO PANELFABRICATION. SHOP DRAWINGS SHALL SHOW PANETRATION REQUIREMENTS OF ALLTRADES, ALL REINFORCING, ANCHORAGES, INSERTS, LIFTING DEVICES AND ALL OTHERFEATURES NECESSARY FOR ERECTION. THE CONTRACTOE SHALL PROVIDE BRACES ANDCONNECTIONS TO SAFELY SUPPORT THE PANELS UNTIL THE STRUCTURE, INCLUDING THEROOF DIAPHRAGM, IS ADEQUATELY SELF SUPPORTED FOR ALL LOADINGS.

15. SEE ARCHITECTURAL & MEP DRAWINGS FOR ADDITIONAL WALL PENETRATION. THECONTRACTOR SHOULD COORDINATE THE OPENING AND PENETRATIONS REQUIRED OF ALLTRADES AND SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL, MECHANICAL,ELECTRICAL AND PLUMBING DRAWINGS.

16. AVOID PLACEMENT OF PANEL POURS OVER SLAB CONTROL JOINTS AND COLUMNBLOCKOUTS.

17. ALL EMBEDS, PLATES, TUBES, ETC, WHICH WILL BE EXPOSED TO WEATHER SHALL BEHOT-DIPPED GALVANIZED.

18. CHANNEL LEDGERS ARE NOT TO BE WELDED TO EMBED PLATES UNTIL A MINIMUM OF 14 DAYS AFTER THE CONCRETE PANELS HAVE BEEN CAST.

P"X"

1/8" = 1'-0"1PANEL ALONG 2


1/8" = 1'-0"3PANEL ALONG 2.2

1/8" = 1'-0"4PANEL ALONG 2.7

GYM ROOF36' - 1 1/2"

2ND FLOOR15' - 0"

1ST FLOOR0"

AA.5BE CDF A.7C.8D.7 B.5D.5

PANEL JOINTPANEL JOINTPANEL JOINTPANEL JOINTPANEL JOINTPANEL JOINTPANEL JOINT

C.2

8' -

0"

8' -

0"

4' -

0"

7' -

10

5/8"

4' -

4 1

/2"

4' -

0"

2' -

7 1

/2"

4' -

4 1

/2"

P3P3P3P3P3P3P3P3

HDHD

S4.10

6

TYP AT

CORNER

S4.04

1TYP

4

S4.12

4

S4.12

4

S4.12

4

S4.12

S4.10

9

TYPS4.13

1

O.H.

7' -

10 5

/8"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

AA.5BE CDFF.2 A.7C.8D.7 B.5D.5

PANEL JOINT PANEL JOINT PANEL JOINT

C.2

P2 P2 P2P2

HD

HD

4' -

0"

4' -

0"

ROOF

30' - 9"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

HJ G F.2G.4

PANEL JOINT PANEL JOINT

10

' - 0

"

14

' - 0

"

8' -

0"

P2 P2P2

4' -

0"

3' -

0"

4' -

0"

4' -

4 1

/2"

3' -

7 1

/2"

HD

S4.13

1

O.H.

HD

2ND FLOOR

15' - 0"

1ST FLOOR

0"

8 98.58.4

P1

HD HD

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE

OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:

THIS DOCUMENT CONTAINS INFORMATION THAT IS PROPRIETARY TO LPAS, INC. AND IS FURNISHED FOR THE

PURPOSES OF REVIEW, BIDDING OR CONSTRUCTION OF THE PROJECT LISTED IN THE JOB TITLE BOX ABOVE

AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR RELEASED TO ANY OTHER PARTY WITHOUT THE

WRITTEN CONSENT OF LPAS, INC. INFOMATION CONTAINED HEREIN IS AN INSTRUMENT OF PROFESSIONAL

SERVICES AND SHALL REMAIN THE PROPERTY OF LPAS, INC. ALL RIGHTS RESERVED COPYRIGHT © 2009.

THIS DRAWING IS NOT FINAL OR TO BE USED FOR CONSTRUCTION UNTIL IT IS SIGNED BY THE ARCHITECT

AND ENGINEER.

CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:4

0 A

M

SAN JOSE CITY

COLLEGE

PHYSICAL EDUCATION BUILDING AND

WELLNESS CENTER


CONCRETE PANEL

ELEVATIONS

S3.02

01.12.2015

1089-0001

DSA SUBMITTAL




1/8" = 1'-0"4PANEL ALONG C.2

SHEET NOTES

1. SEE NOTES ON SHEET S3.01

ROOF

30' - 9"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

32 2.72.2 2.9

4' -

0"

4' -

0" 8' -

0"

P2

HD HD

6

S4.12

2ND FLOOR

15' - 0"

1ST FLOOR

0"

8 98.58.48.2

10

' - 0

"

3' -

7 1

/2"

P2

HD HD

ROOF

30' - 9"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

1 3 4 62 5 7 82.72.2 5.2

PANEL JOINTPANEL JOINT

PANEL JOINT PANEL JOINT

2.9 4.1 6.2

PANEL JOINT

6' -

0"

8' -

0"

6' -

0"

8' -

0"

6' -

0"

4' -

0"1

0' -

0"9' -

0"

3' -

0"8' -

0"

11

' - 0

"

P2

P2 P2

2' -

4 1

/4"

P2 P2 P2

HD HD

3' -

7 1

/2"

2' -

7 1

/2"

3' -

4 1

/2"

2' -

8"

11

' - 0

"

6

S4.12

S4.12

7

2ND FLOOR

15' - 0"

1ST FLOOR

0"

3 22.7 2.22.9

3' -

7 1

/2"

4' -

4 1

/2"

P2

HD HD

GYM ROOF

36' - 1 1/2"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

346 5789 8.5 8.4 5.2

PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT

4.16.2

7' -

0"

8' -

0"

8' -

0"

4' -

4 1

/2"

3' -

7 1

/2"

4' -

4 1

/2"

4' -

0"

P3 P3 P3 P3 P3 P3

S4.10

9

S4.04

1

TYP

TYP

HDHDHD HD

S4.10

6

TYP AT

CPRNER

#11 TRIM BAR

EA. FACE

6

S4.12

7' -

10 1

/2"

2' -

7 1

/2"

GYM ROOF

36' - 1 1/2"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

346 57 5.2

PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT PANEL JOINT

2.94.16.2

8' -

0"

8' -

0"

P1P1P1P1P1P1

HD HD

3' -

0"

6

S4.12

4' -

0"

4' -

0"

ROOF

30' - 9"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

2.7 2.2

P1

HD HD

S4.12

9S4.13

1

S4.13

2

ROOF

30' - 9"

2ND FLOOR

15' - 0"

1ST FLOOR

0"

2.72.2

P1

HD HD

S4.12

9O.H.

S4.13

1

S4.13

2SIM R

EG

IST

ER

E

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE

OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:

THIS DOCUMENT CONTAINS INFORMATION THAT IS PROPRIETARY TO LPAS, INC. AND IS FURNISHED FOR THE

PURPOSES OF REVIEW, BIDDING OR CONSTRUCTION OF THE PROJECT LISTED IN THE JOB TITLE BOX ABOVE

AND SHALL NOT BE USED FOR ANY OTHER PURPOSE OR RELEASED TO ANY OTHER PARTY WITHOUT THE

WRITTEN CONSENT OF LPAS, INC. INFOMATION CONTAINED HEREIN IS AN INSTRUMENT OF PROFESSIONAL

SERVICES AND SHALL REMAIN THE PROPERTY OF LPAS, INC. ALL RIGHTS RESERVED COPYRIGHT © 2009.

THIS DRAWING IS NOT FINAL OR TO BE USED FOR CONSTRUCTION UNTIL IT IS SIGNED BY THE ARCHITECT

AND ENGINEER.

CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:4

4 A

M

SAN JOSE CITY

COLLEGE

PHYSICAL EDUCATION BUILDING AND

WELLNESS CENTER


CONCRETE PANEL

ELEVATIONS

S3.03

01.12.2015

1089-0001

DSA SUBMITTAL

1/8" = 1'-0"3PANEL ALONG D.5

1/8" = 1'-0"5PANEL ALONG F.2

1/8" = 1'-0"8PANELS ALONG J

1/8" = 1'-0"2PANEL ALONG A.5

1/8" = 1'-0"9PANELS ALONG A

1/8" = 1'-0"4PANELS ALONG F

SHEET NOTES

1. SEE NOTES ON SHEET S3.01

1/8" = 1'-0"7PANEL ALONG G.4

1/8" = 1'-0"6PANEL ALONG G

A

A

NOTES:

UNLESS INDICATED OTHERWISE, USE THE CLASS "B" LAP SPLICE LENGTHS, MULTIPLIED BY THE APPLICABLEFACTOR(S) LISTED BELOW.

INCREASE THE LAP SPLICE OR DEVELOPMENT LENGTH BY 50% FOR ANY OF THE FOLLOWING CONDITIONS:

A.

B.

C.

A CLASS "A" SPLICE MAY BE USED ONLY WHERE NOTED ON THE DRAWINGS. WHERE DEVELOPMENT LENGTH(Ld) IS REQUIRED OR CALLED OUT ON THE DRAWINGS, USE CLASS "A" LAP SPLICE LENGTH.

CLASS "B" LAP SPLICE EQUALS "LTS".

TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW THE BARS.

LAP SPLICE LENGTHS IN TABLE ARE FOR NORMAL WEIGHT CONCRETE. WHERE LIGHTWEIGHT AGGREGATECONCRETE IS USED, INCREASE LAP SPLICE LENGTH BY 33%.

SPLICES OF HORIZONTAL REINFORCEMENT IN WALLS SHALL BE STAGGERED.

SPLICES OF HORIZONTAL REINFORCEMENT IN WALLS CONTAINING TWO CURTAINS OF REINFORCEMENT SHALLNOT OCCUR IN THE SAME LOCATION.

IN SHOTCRETE WALLS SPLICES IN REINFORCING BARS SHALL BE BY THE NON-CONTACT LAP SPLICE METHODWITH AT LEAST 2 INCHES CLEARANCE BETWEEN BARS. THE BUILDING OFFICIAL ANY PERMIT THE USE OFCONTACT LAP SPLICES WHEN NECESSARY FOR THE SUPPORT OF THE REINFORCING PROVIDED IT CAN BEDEMONSTRATED BY MEANS OF PRE-CONSTRUCTION TESTING, THAT ADEQUATE ENCASEMENT OF THE BARS ATTHE SPLICE CAN BE ACHIEVED, AND PROVIDED THAT THE SPLICES ARE PLACED SO THAT A LINE THROUGH THECENTER OF THE TWO SPLICED BARS IS PERPENDICULAR TO THE SURFACE OF THE SHOTCRETE WORK.

MECHANICAL BAR COUPLERS (ICC APPROVED) MAY BE USED AS AN ALTERNATE TO LAP SPLICES. MECHANICALCOUPLER SHALL BE ADEQUATE TO TRANSFER 125% OF THE YIELD STRENGTH OF THE REINFORCING BARSWHICH ARE SPLICED.

WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED, THE SPLICE LENGTH SHALL BE THE LARGER OF THEFOLLOWING:

A. Ld OF THE LARGER BAR.B. LAP SPLICE LENGTH OF THE SMALLER BAR.

LENGTH

SPLICE

"X"

CONTACT SPLICE

LENGTH

SPLICENON-CONTACTSPLICE

1/5

LAP

OR

6"

MA

X

1 1/

2" M

IN

ALAP SPLICE

1/8"

CJPBACKGOUGE

TO SOUNDMETAL

BEFOREWELDING

OPPOSITESIDE

ALIGN CTRLINES OF BARSBEING SPLICED

60.00°

OPTIONAL SPLIT PIPEIS TO BE TACKWELDED TO BAR ONPIPE ID

1/8" TO 5/32"

MIN

D/4

MA

X D

/3

HORIZONTAL BAR

CJP

BDIRECT BUTT SPLICE

SPLICE BAR

MAIN BAR

SPLICE BAR

MAINBAR

SPLICEBAR

(E) L

1/8#3 #3 1 1/2"

3/16#4 #3 1 1/2"

1/4#6 #5 2"

#5 #4 3/16 2"

LC

CINDIRECT BUTT SPLICE

45.00°

CONCRETE STRENGTH f'c = 3000 PSI f'c = 4000 PSI

CLASS OFLAP SPLICE

CLASS "A" CLASS "B" CLASS "A" CLASS "B"

BAR SIZECASE TOP

BARSOTHERBARS

TOPBARS

OTHERBARS

TOPBARS

OTHERBARS

TOPBARS

OTHERBARS

#3

#4

#5

#6

#7

#8

#9

#10

#11

1'-10"

2'-5"

3'-0"

3'-7"

5'-3"

6'-0"

6'-9"

7'-7"

8'-5"

1'-5"

1'-10"

2'-4"

2'-9"

4'-0"

4'-7"

5'-2"

5'-10"

6'-6"

2'-4"

3'-1"

3'-11"

4'-8"

6'-9"

7'-9"

8'-9"

9'-10"

10'-11"

1'-10"

2'-5"

3'-0"

3'-7"

5'-3"

6'-0"

6'-9"

7'-7"

8'-5"

1'-7"

2'-1"

2'-7"

3'-1"

4'-6"

5'-2"

5'-10"

6'-7"

7'-3"

1'-3"

1'-7"

2'-0"

2'-5"

3'-6"

4'-0"

4'-6"

5'-1"

5'-7"

2'-1"

2'-9"

3'-5"

4'-1"

5'-11"

6'-9"

7'-7"

8'-6"

9'-5"

1'-7"

2'-1"

2'-7"

3'-1"

4'-6"

5'-2"

5'-10"

6'-7"

7'-3"

EVERTICAL BAR

DVERTICAL BAR

TRANSITION

A706 BARSTYP

A706 BARSTYP

A706 BARSTYP

A706 BARSTYP

1/8"

1/

8"

CLEAR SPACINGOF BARS

CJPBACKGOUGE

TO SOUNDMETAL

BEFOREWELDING

OPPOSITESIDE

(E) L

(E) L

(E) L

(E) Lf'c = 5000 PSI

CLASS "A" CLASS "B"

TOPBARS

OTHERBARS

TOPBARS

OTHERBARS

1'-5"

1'-11"

2'-4"

2'-10"

4'-1"

4'-8"

5'-3"

5'-11"

6'-6"

1'-1"

1'-5"

1'-10"

2'-2"

3'-2"

3'-7"

4'-0"

4'-6"

5'-0"

1'-10"

2'-5"

3'-0"

3'-8"

5'-3"

6'-0"

6'-9"

7'-8"

8'-6"

1'-5"

1'-11"

2'-4"

2'-10"

4'-1"

4'-8

5'-3"

5'-11"

6'-6"

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

THE BAR COVER IS LESS THAN OR EQUAL TO THE BAR DIAMETER.

WHERE STIRRUPS OR TIES ARE SHOWN IN THE DRAWINGS THROUGHOUT LAP SPLICE ORDEVELOPMENT LENGTH AND THE CLEAR SPACING OF BARS PER IS LESS THAN 1 BARDIAMETER.

WHERE STIRRUPS OR TIES ARE NOT SHOWN THROUGHOUT LAP SPLICE OR DEVELOPMENT LENGTHAND THE CLEAR SPACING OF BARS PER IS LESS THAN 2 BAR DIAMETERS.

CL

INSIDEDIA "D1"

INSIDEDIA "D2"

"L"

"L"

90° HOOK 180° HOOK 90° HOOK 135° HOOK

MAIN REINFORCEMENT STIRRUPS & TIES

BARSIZE

90° HOOKLENGTH

"L"

INSIDEDIA"D1"

180° HOOKLENGTH

"L"

90° HOOKLENGTH

"L"

INSIDEDIA"D2"

135° HOOKLENGTH

"L"

#3

#4

#5

#6

#7

#8

#9

#10

#11

4 1/2"

6"

7 1/2"

9"

10 1/2"

1'-0"

1'-1 1/2"

1'-3 1/4"

1'-5"

2 1/4"

3"

3 3/4"

4 1/2"

5 1/4"

6"

9 1/2"

10 3/4"

1'-0"

2 1/2"

2 1/2"

2 1/2"

3"

3 1/2"

4"

4 1/2"

5 1/4"

5 3/4"

3"

3"

3 3/4"

9"

10 1/2"

1'-0"

-

-

-

1 1/2"

-

-

-

2"

2 1/2"

4 1/2"

5 1/4"

6"

3"

3"

3 3/4"

4 1/2"

5 1/4"

6"

-

-

-

6 MIN1

LdhLdh

0'-8" 0'-7"

0'-11"

1'-2"

1'-4"

1'-7"

1'-10"

2'-1"

2'-3"

2'-6"

0'-9"

1'-0"

1'-2"

1'-5"

1'-7"

1'-9"

2'-0"

2'-2"

Ldh, DEVELOPMENT LENGTH (1)

CONCRETE STRENGTH

f'c = 3000 PSI f'c = 4000 PSI

NOTE:

1. DEVELOPMENT LENGTHS IN TABLE ARE FOR NORMAL WEIGHT CONCRETE. WHERE LIGHTWEIGHT AGGREGATE CONCRETE IS USED, INCREASE DEVELOPMENT LENGTH BY 33%.

0'-6"

0'-9"

0'-11"

1'-1"

1'-3"

1'-5"

1'-7"

1'-10"

2'-0"

f'c = 5000 PSI

"L"

"L"

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:4

7 A

M




LAP SPLICE, ANDSTANDARD HOOKSCHEDULES

S4.00

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

REBAR OFFSET, LAP SPLICE, DEVELOPMENT LENGTH, AND BUTT SPLICE1

NOT TO SCALE

STANDARD HOOKS4

A

A

A C

B

NOTES:1. CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING OR OTHERWISE MAINTAINING THE SIDES OF THE

EXCAVATION FROM CAVE-IN UNTIL ALL BACKFILL IS COMPLETED.

2. ALL PIPES AND CONDUITS SHALL CLEAR SLEEVE BY 1" ALL AROUND, UON

3. FIRE SERVICE LINES SHALL CLEAR SLEEVES 2" ALL AROUND.

4. TRENCHES FOR PIPES AND CONDUITS WITH INVERT ELEVATION BELOW 2'-6" FROM BOTTOM OF FOOTINGSHALL BE FILLED PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS.

5. CAULK SEAL GAP AT SLEEVE-TO-PIPE/CONDUIT INTERFACE ON EXTERIOR SIDE OF FOOTING.

B/FTG

T/FTG

T/SLAB

1 1/ 8"

9"

6" MIN

3'-0

" M

AX

PIPES OR CONDUITSWHERE OCCUR

SLEEVE, SEE DETAIL 2ON THIS SHEET

12

CONTROLLEDLOW-STRENGTHMATERIAL. f'c =1200 PSI MIN.

FOR PIPE OR CONDUITPENETRATION IN THIS AREA, SEEDETAIL 2 ON THIS SHEET

PIPE OR CONDUIT PENETRATIONNOT ALLOWED IN UPPER THIRDOF FOOTING

DIGGING FOR PIPE OR CONDUIT TRENCHPARALLEL TO FTG BELOW THESE LINES ARE ONLYALLOWED PRIOR TO PLACEMENT OF FTGCONCRETE. SEE SOILS REPORT FOR BACKFILLAND COMPACTION REQUIREMENTS

CONCFILL

3 3/

4"9

3/8"

6" M

IN

5 5/ 8"

1 1/2 x LARGESTSLEEVE DIA (BUTNOT LESS THAN 6")

2'-0" MIN

1'-6" MIN

4" M

IN

6" M

IN

1

1

CLASS "B" LAPEA SIDE (2'-0" WHERETOP BARS DO NOT OCCUR)

ADD HANGERSTIRRUPS EA SIDE

TYPICAL STIRRUPS

#4 BARS @ 18" OC.,MIN OF 2

UNINTERRUPTED BARSSLEEVE, SEE FORMAX SIZE

TYP2" CLR

ADD 1 STIRRUP EA SIDEOF SLEEVE

ENLARGE STIRRUPS ATDEEPENED FOOTINGMATCH SIZE & SPACINGOF TYP STIRRUPS

ADD BOT BARS, MATCHSIZE & QUANTITY OFINTERRUPTED BARS

INTERRUPTED BARS

SLEEVE, SEE FORMAX SIZE

NOTES:1. DO NOT CUT REINFORCING AT OR . ONLY CUT INTERRUPTED REINFORCING AT .

2. PROVIDE MINIMUM 2" CLEAR BETWEEN SLEEVE AND REINFORCING.

3. SEE DETAIL 1 ON THIS SHEET FOR SLEEVE-TO-PIPE/CONDUIT CLEARANCE & INFO NOT NOTED.

4. CAULK SEAL GAP AT SLEEVE-TO-PIPE/CONDUIT INTERFACE ON EXTERIOR SIDE OF FOOTING.

5. IF PIPE OR CONDUIT PENETRATION OCCURS AT EITHER TOP OR BOTTOM REBAR SPLICE LOCATION PROVIDE 2 ADDITIONAL SHEAR STIRRUPS FOR A TOTAL OF 4 SHEAR STIRRUPS ON EACH SIDE OF PENETRATION.

6. IF PIPE OR CONDUIT SLEEVE IS ASTM A53 SCHEDULE 40 OR GREATER PIPE, ADDITIONAL STIRRUPS MAY BE ELIMINATED. SLEEVE SHALL BE GALVANIZED.

ADD 1 STIRRUP EA SIDEOF SLEEVE

TYPICAL STIRRUPS

MAX OUTSIDESLEEVE DIA 12"(NOMINAL)

DIA-1 OR DIA-2

3x LARGER OF

DIA-2TYP

2" CLRDIA-1

MIN

D/3

MIN

D/3

D

CPIPE OR CONDUIT BELOW

BOTTOM REINFORCEMENTB

PIPE OR CONDUIT PENETRATION

BELOW MIDDLE THIRDA

PIPE OR CONDUIT PENETRATION

THRU MIDDLE THIRD

TYP2" CLR

OR D

SMALLER OF(3xDIA-1)

END OFFOOTING

LAP SPLICECLASS "B"

STIRRUPS @ 4" OC ALONGLENGTH OF SPLICE

16

OMIT TIE AT PIPE OR CONDUIT

OMIT TIE AT PIPEOR CONDUIT, TYP

ADDITIONALSTIRRUPS

DO NOT CUTSCHED REINF

KEY FORM WITH 3x

#6x5'-6" @ 6" OC(2 MIN)

T&B REINFPER SCHED

CL SPAN

3" 3" 2" 2" 3" 3"

2'-9" TYP 4" 4"

D

D/3

D/3

D/3

2ND POUR1ST POUR

5 3/ 4"

CURB OR STARTER WALL(3 1/2" STARTER WALL MIN FORFOOTINGS BELOW GRADE)

6" CONTINUOUSMIN CLEAN OUT

AFTER SET- CLEAN TOREMOVE LAITANCE ANDSCUM

MIN

MIN

MIN

FORMWORK SPECIFICATIONSAPPLICABLE

2" PLANKINGTYPICAL

STAKES NOT PERMITTEDWITHIN FOOTING SECTION

FORMWORK NOT PERMITTEDBELOW GRADE UNLESSFULLY FORMED

MIN

MIN

CUT BACKSPALL

FOOTING,WHERE OCCURS

STD HOOK,TYP STD HOOK,

TYP

FOOTINGLONGITUDINALBAR, TYP

FOOTINGLONGITUDINALBAR, TYP

PLAN

0", T

YP

0", T

YP

TYP

2" TO FIRST TIE,OR HORIZONTAL BAR,

.2" TO FIRST TIE,OR HORIZONTAL BAR,

TYP

CL COLUMN

TYP3" CLR

#3 TIES @ 6" OC

12-#8 BARS

PER PLAN

PE

R P

LAN

GRADE BEAMPER PLAN

#4 DOWEL W/ STD.HOOKS @ 18" O.C.

#4 STIRRUPS@ 10" O.C.

(2) #4 BARSTOP & BOT

S.O.GPER PLAN

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:5

0 A

M




TYPICAL SHALLOWFOOTING DETAILS

S4.01

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

PIPE OR CONDUIT CLEARANCE AT FOOTINGS1 NOT TO SCALE

PIPE OR CONDUIT PENETRATIONS THRU CONTINUOUS FOOTINGS2

NOT TO SCALE

VERTICAL CONSTRUCTION JOINTS IN FOOTINGS5 NOT TO SCALE

MANDATORY MINIMUM FORMWORK AND

FOUNDATION EXCAVATION REQUIREMENTS7NOT TO SCALE

CONTINUOUS FOOTING INTERSECTIONS6

3/4" = 1'-0"8CONCRETE COLUMN

1 1/2" = 1'-0"9GRADE BEAM

8

-

1

-

6

-

CLR2"

#4 CONTINUOUS

#4 W/ STD HOOK @ 18" OC TYP SLAB REINF.

.TYP SLAB REINF . #4 @ 18" OC EW

#4 W/ STD HOOK@ 18" OC TYP AROUNDPAD PERIMETER

NOTE: AT CONTRACTOR'S OPTION ADD CURBS OR PADS PER

12"

MA

X

SE

E A

RC

H

8" MAX

SEE ARCH

12"

MA

X

" t "

SE

E A

RC

H

ARCH DWGS

SEE MECH AND/OR

BCURB AT SLAB-ON-GRADE

AHOUSEKEEPING PAD AT SLAB-ON-GRADE

CONSTRUCTION JOINTAT CONTRACTOR'SOPTION

CONSTRUCTION JOINTAT CONTRACTOR'SOPTION

WHERE " t " > 8"PROVIDE ADDT'L# 4 @ 18" OCEA WAY

0" T

YP

0" T

YP

PE

RIM

ET

ER

2" C

LR T

YP

AR

OU

ND A

ROUGHENSURFACE ATCURB INTERFACE

#3 EPOXY DOWELS@ 12" OCSEE SHEET S0-002

(E) SLAB-ON-GRADE

#3 EPOXY DOWELSW/ STD HOOK @ 18" OCTYP AROUND PAD PERIMETERSEE SHEET S0-002

#4 @ 18" OC EA WAY

ROUGHEN SURFACEAT PAD INTERFACE

(E) SLAB-ON-GRADE

8" MAX

SEE ARCH

12"

MA

XS

EE

AR

CH

SEE MECH AND/OR ARCH DWGS

12"

MA

X

" t "

SE

E A

RC

H

BCURB AT (E) SLAB-ON-GRADE

AHOUSEKEEPING PAD AT (E) SLAB-ON-GRADE

WHERE "t" > 8"ADDT'L # 4 @ 18" OCEA WAY

#4 CONTINUOUS

CURB WHERE OCCURS,SEE PLAN AND SEE ARCHFOR INFO NOT NOTED

#4 @ 18" OC AT CURB

FINISH GRADEOR PAVINGWHERE OCCURS

#4 CONT AT CURB

REINF TO BE SUPPORTED ONPRECAST CONC BLOCKS2 1/2 x 2 1/2 x 2 1/2 THICKSPACED AT 4'-0" OC, EA WAY

#4 @ 18" OC EA WAYSLAB REINF U.O.N.

2" SAND COURSE

10 MIL VAPORBARRIER MIN

4" MIN GRAVELCOURSE

FOR SUBGRADE PREPARATIONSEE GEOTECHNICAL REPORTAND SPECIFICATIONS

#4 CONT

#4 CONT

#4 @ 18" OCW/ CLASS "A" LAP

U.O

.N.

6"1'

- 0

" M

IN

CLR3"

CLR

3"

1' - 0"

U.O

.N.

5"

0" T

YP

AEDGE OF SLAB

BSLAB-ON-GRADE

TYP SLAB REINF .

#4 CONT NOSING BARAND AT DEPRESSION

1

MATCH SLABREINF SIZEAND SPACING

TYP SLAB REINF.

2" CLRCLASS "B" LAP

MA

X

1'-6

"

MA

X

4"

6"t"

"t"

CLASS "B" LAP

1

2

NOTE:FOR INFO NOT SHOWN ORNOTED, SEE

BSLAB DEPRESSION - GREATER THAN 4"

ASLAB DEPRESSION - 4" OR LESS

CLASS "B"SPLICE

WHERE DEPRESSION > 11"CONTINUE BAR ALONGSLOPE AND LAP W/SLAB REINF

.

1/8" WIDE SAWCUT

SLAB REINF

EITHER CONTROL OR CONSTRUCTION JOINTS SHALL BE LOCATED NO FURTHER THAN36 x SLAB THICKNESS UNLESS A SMALLER SPACING IS INDICATED ON DRAWINGS.ASPECT RATIO OF ENCLOSED AREA SHALL NOT EXCEED 1.5. SUBMIT LAYOUT FORAPPROVAL. LOCATE JOINTS ON COLUMN LINES AND UNDER PARTITIONS WHEREVERPOSSIBLE. MAXIMUM SLAB AREA CONTROLLED BY JOINTING IS 400 SQ FT. SAWCUTSSHALL BE MADE AS SOON AS POSSIBLE AFTER SLAB FINISHING AS MAY SAFELY BEDONE WITHOUT DISLOGGING AGGREGATE OR BREAKING EDGES. FILL SAWCUT JOINTWITH SEALANT AFTER SLAB HAS CURED.

CONCRETE NOTREINFORCED

HSS OR WF COL

EDGE OFSLAB

" t "

" t/4

"

4" MIN TYP OR AS NECESSARYTO ALLOW FOR INSTALLATIONOF BASE PLATE

CONSTRUCTION JOINTW/ BOND BREAKER AND1/8" WIDE SAWCUT

DIAMOND PLATE DOWEL,INSTALL PER MANUFRECOMMENDATIONS

SLAB REINF

CONSTRUCTION JOINTW/ BOND BREAKER AND1/8" WIDE SAWCUT

SMOOTH DOWEL. MATCHREINF DIA AND SPACING,GREASE ONE SIDE

SLAB REINF

1' - 0"

CLR, TYP

2" MAX3/4" MIN

2 3/ 8"

SLAB BLOCK OUTAT COLUMN

2 3/ 8"

0" T

YP

ACONTROL JOINT

BCONSTRUCTION JOINT,

SLAB-ON-GRADE < 5" THICK

CCONSTRUCTION JOINT,

SLAB-ON-GRADE ≥ 5" THICK

DPLAN - SLAB BLOCKOUT

AT COLUMNE

PLAN - SLAB BLOCKOUT

AT EDGE COLUMN

FJOINT LAYOUT

INTERRUPTED REINF "A"

1/2 OF "A"INTERRUPTED REINF

DIAG REINF EACORNER TYP

INTERRUPTEDREINF "B"

1/2 OF "B"INTERRUPTED REINF

3'-0

" M

AX

5'-0" MAX

NOTES:1. OPENING SIZE, LOCATION, AND REINFORCING SHALL BE SUBMITTED AS PART OF THE REINFORCING SHOP DRAWING SUBMITTAL FOR REVIEW AND APPROVAL.2. AT EACH SIDE OF THE OPENING, ADD NOT LESS THAN ONE-HALF THE AREA OF REINFORCING THAT IS INTERRUPTED BY THE OPENING. WHERE THE BAR LENGTH PAST THE OPENING IS INTERRUPTED BY AN EDGE OF SLAB, PROVIDE A STANDARD HOOK AT THE DISCONTINUOUS END.3. WHERE THE DIAGONAL LENGTH IS INTERRUPTED BY AN EDGE OF SLAB, PROVIDE A STANDARD HOOK.4. NOT REQUIRED AT COLUMN LOCATIONS.

SCHEDULE OF DIAGONAL REINFORCING

SLABTHICKNESS

DIAGONAL REINFEA CORNER

COMMENT

CENTERED IN SLAB

CENTERED IN SLAB

T&B IN SLAB

4" TO 5"

>5" TO 8"

>8" TO 12"

1-#4

1-#5

1-#5

2'-0"

MIN

2'-0"

MIN

MIN TYPLAP LENGTH

PLAN

MIN

1' -

0"

NOSING BAR W/STD HOOKS

FINISHGRADE STD HOOK, TYP

AT EDGE AT WALL

#4 NOSINGBAR TYP

#4 @ 18" OCEACH WAY

PAVING

AT SLAB AT PAVING

5" STDHOOKSEA END

1" CONT KEY

SE

E A

RC

H

6" MIN

3" CLR

3" C

LR

1' -

0"

MIN

3" CLR

SEE ARCH

SECTION

LAP

CLASS "B"

LAP

CLASS "B"

d MAX = t/3 OR 2"WHICHEVER IS SMALLER

SLAB

NOTES:1. DO NOT CUT REINFORCING.

2. IF 4" MINIMUM CLEAR DISTANCE BETWEEN SLEEVES IS NOT POSSIBLE, THIS CONDITION SHALL BE TREATED AS A SLAB OPENING PER DETAIL

3. USE OF ALUMINUM CONDUIT IS PROHIBITED.

t

2 1/

2"

d 3d

LC

bPIPING/CONDUIT IN SLAB

APIPING/CONDUIT THROUGH SLAB

d

4" MIN

3d OR

SLAB THICKNESS" t "

" t "

#4 @ 9" OC EW,VERT BARS ATCL OF WALL

T/ SLAB

L3x2x3/16, LLV W/2-1/2" DIA EXP. BOLTS@ 12" OC (4 SIDESOF SUMP PIT)

#4 @ 9" OC

1 1/

4"

2'-0

" M

AX

SE

E A

RC

H

.

SLOPE TO SUMP

GRATING,SEE ARCH

DOWEL W/ STDHOOK, MATCHWALL VERTREINF

#4 @ 12" OCEW, T&B

#5 CONT

SUMP PIT

STD HOOK

STD HOOK

#4 @ 9" OC, #4

LAP

CLA

SS

"B

"

SLAB ON GRADEPERLAP

CLASS "A"

CLR3"

#4

3" CLR

8"

EQ EQ

8"10

"6'

-0"

MA

X

CLR3"

ROUGHEN CONTACTSURFACE TO 1/4" AMPLITUDE, TYP

1

-

8"

ROUGHEN CONTACTSURFACE TO 1/4"AMPLITUDE, TYP

.

1' -

0"

STD HOOKS

4 EXTRA TYPICAL VERTICALBARS PLACED FOR ANCHORAGEAS SHOWN ON INSIDE OFHORIZONTAL BARS

STD HOOKS

STD HOOKS STD HOOKS

0" TYP

STD HOOKS,TYP

GENERAL NOTESCLR PER

BPLAN-TWO CURTAINS REINF

APLAN-ONE CURTAIN REINF

0" T

YP

GENERAL NOTESCLR PER

#3 HAIRPIN12"

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:5

4 A

M




TYPICALSLAB-ON-GRADEDETAILS

S4.02

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

CURBS AND HOUSEKEEPING PADS7 NOT TO SCALE

CURBS AND HOUSEKEEPING PADS AT (E) SLAB-ON-GRADE8

NOT TO SCALE

SLAB-ON-GRADE DETAIL1

NOT TO SCALE

SLAB-ON-GRADE DEPRESSION5

NOT TO SCALE

SLAB-ON-GRADE CONSTRUCTION AND CONTROL JOINTS AND SLAB BLOCKOUTS2

NOT TO SCALE

OPENING IN SLAB-ON-GRADE6

NOT TO SCALE

STAIR-ON-GRADE9

NOT TO SCALE

PIPING & CONDUIT IN OR THROUGH SLAB4

NOT TO SCALE

ELEVATOR PIT AT SLAB-ON-GRADE10 NOT TO SCALE

CURB INTERSECTIONS11

7

-

7

-

7

-

7

-

7

-

7

-

5

-

2

S4.02

1

S4.02

-

-

-

-

12

-

2

S4.02-

1

S4.02

NOTES:

1. WHERE CONTINUOUS FOOTING INTERSECTS COLUMN FOOTING, EXTEND LONGITUDINAL REINFORCING THRU COLUMN FOOTING, SEE .

2. WHERE CONTINUOS FOOTING TERMINATES AT COLUMN FOOTING, EXTEND LOGITUDINAL REINF Ldn MIN INTO PER PENDICULAR FOOTING, UON.

CONTINUOUS FOOTING SCHEDULE

MARK TRANSVERSE DETAILTOP

BARSW D

BOTTOMBARS

SIDEBARS

7

-

3. FOR INTERSECTIONS OF CONTINUOUS FOOTINGS, SEE .6

S4.01

CF-6 6'-0" 2'-6"3

-

CF-1 1'-6" 1'-6"1

-

1

-

2 - #5 - -

#5 @ 9" W/STD.HOOK EA. END

BOT SIM

6 - #9 6 - #9 1 - #9 #5 @ 10" O.C.

CF-6A 6'-0" 2'-6"3

-

1

-#5 @ 6" O.C.

CF-8 8'-0" 2'-6"3

-

1

-#5 @ 10" O.C.8 - #9

1 - #9

1 - #98 - #9

CF-8A 8'-0" 2'-6"3

-

1

-#5 @ 6" O.C.1 - #9

6 - #9 6 - #9

8 - #9 8 - #9

HOOKED BARS MATCH SIZE ANDSPACING OF WALL VERT REINFUSE THRD'D COUPLER ATCONTRACTOR'S OPTION

CL WALL & FTG

1 1/2" NON-SHRINK GROUT BED

CONT #5 IN POUR STRIP,@ 12" OC, MAX (3 BARS MIN)

#5 @ 12" OC, LAP W/ TYPSLAB-ON-GRADE REINF

#5 HOOKED BARSMATCH SLAB REINF SPACING

T/FTG2

1/4"

TYP3" CLR

SLAB ON GRADEPER

T/SLAB

POUR STRIP

PE

R S

CH

ED

ULE

"D"

(1) - #6 CONT

REINF & THICKNESSPER PANEL ELEVATION

1 1/2" CLR

3" CLR @ NORTH/SOUTH REINF4" CLR @ EAST/WEST REINF

NOTE:MINIMUM WIDTH OF POURSTRIP SHALL BE 2'-6".

1

S4.02

SP

LIC

E

CLA

SS

"B

"

TIES PER SCHEDULE

3" MAX3" MAX

STD HOOK

SPLICE

CLASS "A"

1' -

2 3/

8"

CL WALL & FTG

T/FTG

T/SLAB

NOTE: FOR INFO NOT SHOWN OR NOTED, SEE

WALL JAMB BEYOND

PER PANEL ELEV

EXTERIOR CONCSEE ARCH

1

-

HOOKED BARS MATCH SIZE ANDSPACING OF WALL VERT REINFUSE THRD'D COUPLER ATCONTRACTOR'S OPTION

CL WALL & FTG

CONT #5 IN POUR STRIP,@ 12" OC, MAX (3 BARS MIN)

#5 HOOKED BARSMATCH SLAB REINF SPACING

T/FTG

3 1/

4"

TYP3" CLR

SLAB ON GRADEPER

T/SLAB

REINF & THICKNESS PERPANEL ELEVATION

1 1/2" CLR

3" CLR @ NORTH/SOUTH REINF4" CLR @ EAST/WEST REINF

NOTES:1. MINIMUM WIDTH OF POUR STRIP

SHALL BE 2'-6"

2. FOR INFO NOT SHOWN OR NOTED,SEE .

1

S4.02

SP

LIC

E

CLA

SS

"B

"

TIES PER SCHEDULE

STD HOOK

1

-

1 1/2" NON-SHRINKGROUT BED

#5 @ 12" OC, LAP W/ TYPSLAB-ON-GRADE REINF

POUR STRIP

(1) - #6 CONT

3" MAX3" MAX

SPLICE

CLASS "A"6" MAX

PER SCHED

"W"

PE

R S

CH

ED

"D"

1' -

2 3/

8"

PAVING ORGRADE, SEEARCH

CL WALL & FTG

#5 @ 12" OC E.W.

SLAB ON GRADEPER

T.O. SLAB

(1)-#6 CONT

1 1/2" CLR

T.O. FTG

SEE FDN PLAN

TIES PER SCHEDULE

5'-0

" M

AX

TYP3" CLR

4" CLR @ EAST/WESTREINF

3"

PER SCHEDULE

"W"

1

S4.02ERECTION BLOCKW/ #4 @ 12" OC

#5 DOWELS @ 12" OC

BACKFILL AFTERPANEL ERECTION

SE

E F

DN

PLA

N

"D"

PE

R S

CH

ED

#5 DOWELS @ 12" OCCONTRACTOR'S OPTION TOUSE LENTON FORMSAVER SA

(2)-#4 CONT

3" C

LR

POUR STRIP, ±11'-0" WIDE

CLASS "A" LAP 3" MIN

CLASS "A" LAP EA SIDE W/SLAB & POUR STRIP REINFCONTRACTOR'S OPTION TORUN SLAB REINF CONTINOUSINTO POUR STRIP

3" CLR @NORTH/SOUTH REINF

(1)-#4 CONT

CO

VE

R3"

MIN

.

REINF & THICKNESSPER PANELELEVATION

CLASS "A" LAP

(1)-#6 CONT .

NOTE: FOR INFO NOT SHOWN OR NOTED, SEE

1

-

SLAB ON GRADEPER

T.O. SLAB

CONCRETE PANELBEYOND

T.O. FTG

SEE FDN PLAN

TIES PER SCHEDULE

5'-0

" M

AX

TYP3" CLR

3"

PER SCHEDULE

"W"

1

S4.02

POUR BLDG SLAB ONGRADE AFTER BACKFILL

DOWELS MATCH VERTWALL REINF

L3x3x1/4 W/3/4"x6" HEADEDSTUDS @ 1'-6" OC

SE

E F

DN

PLA

N

"D"

PE

R S

CH

ED

1

-

FOR INFO NOT NOTEDSEE &

4" CLR @ EAST/WESTREINF

3" CLR @NORTH/SOUTH REINF

5

-

LENTONFORMSAVER SA

LAP

CLASS "A"

FOOTING SCHEDULE

MARK

F3 3'-0"x3'-0"x1'-3"

COMMENTS DETAILREINFORCINGSIZE

B x W x D

F4 4'-0"x4'-0"x1'-6"

F5 5'-0"x5'-0"x1'-6"

F6 6'-0"x6'-0"x2'-0"

T/FTG

"D"

"W" OR "B""B"

"W"

CL

CO

L

AFOOTING PLAN

BFOOTING SECTION

CL COL CL COL

CL

CO

L

T/SLAB

F8 8'-0"x8'-0"x2'-6"

F10 10'-0"x10'-0"x2'-6"

3-#6, EW, BOT

4-#6, EW, BOT

5-#6, EW, BOT

6-#7, EW, BOT

9-#7, EW, BOT

11-#7, EW, BOT

CLR3"

CLR3"

FOOTING ORWALL DOWELS

18"

MA

XT

YP

CLASS "B" LAP,TYP

MA

X

18"

"D"

CLR3"

BENT BARS; SIZE ANDNO. OF BARS TOMATCH FTG BEYOND

.

2'-0" MIN, MAINTAINDEPTH "D" OF FOOTINGTHROUGH STEP

CLASS "B" LAP,TYP

MIN

"D"3"

3"

STEP IN BOTTOM OFFTG MARKS ON PLANTHUS: S SDENOTE APPROXIMATELOCATION OF STEP INFTG; CONTRACTOR TOCOORDINATE ELEV.

TYP UNLESSOTHERWISESHOWN ONDRAWINGS

T/SLAB3"

1 MAX2

NOTE:TIES NOT SHOWN FORCLARITY, SEE FOOTINGSCHEDULE.

T/FTG

SLAB BLOCKOUT PER

T/SLAB

CL COL & FTG

FOR COL & BASE PL INFO,SEE COL SCHEDULE

1' - 11 1/ 8"

SLAB ON GRADE PER

T/FTGPER PLAN

COL FTG PER PLAN

CONT FTG REINF THRUTIES BEYONDCOLUMN FTG

BOT REINF PERSCHEDULE

NOTES:FOR INFO NOT SHOWN ORNOTED SEE

"A"

LAP

CLA

SS

COLUMN FTG

#4 DOWEL @ 18" OCAROUND COLUMN

11 1

/8"

PE

R S

CH

ED

ULE

"D"

PER SCHEDULE

"W"

TYP3" CLR

T/FTG

SLAB BLOCK OUT PER

T/SLAB

CL OF COL & FTG

#4 @ 18" OC, TYP4 SIDES OF FTG

STD HOOK

STD HOOK

PER PLAN

CONT FTG REINFTHRU COL FTG

2' - 6 1/ 2"

FOR COL & BASE PL INFO,SEE COL SCHED

NOTE:PROVIDE 6" MIN CONCRETE COVER OVER COLUMN, BASE PL& ANCHOR RODS BELOW GRADE, TYP.

BOT REINFPER SCHED

TY

P

3" C

LR

EDGE OF SLAB ATEXT CONDITION

SLAB ON GRADEPER

TIES BEYONDCOLUMN FOOTING

0" T

YP

11"

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:5

5 A

M




TYPICAL CONCRETEPANEL FOOTINGDETAILS

S4.03

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

CONTINUOUS FOOTING SCHEDULE10

NOT TO SCALE

CONCRETE PANEL EXTERIOR FOOTING1 NOT TO SCALE

CONCRETE PANEL

AT EXTERIOR FOOTING AT OPENINGS2 NOT TO SCALE

CONCRETE PANEL INTERIOR FOOTING3

NOT TO SCALE

CONCRETE TILT-UP PANEL

EXTERIOR FOOTING AT LOW GRADE5 NOT TO SCALE

CONCRETE TILT-UP PANEL AT OPENING EXTERIOR

FOOTING AT LOW GRADE6

NOT TO SCALE

COLUMN FOOTING SCHEDULE9NOT TO SCALE

STEPS IN CONTINUOUS FOOTING8 NOT TO SCALE

STEPPED COLUMN FOOTING11

NOT TO SCALE

COLUMN FOOTING7

A

A

6"HOLDOWN BARPER SCHEDULE,FULL HEIGHT OF PANEL

CL PANEL JOINT

PANEL JOINT

TYPICAL EDGE REINFORCINGPER

REBAR TO MATCH HOLDOWNBAR, THREADED FORTERMINATOR

LENTON TERMINATOR D6

HD1 ELEVATION

NOTES:1. GROUT BLOCKOUT POCKET SOLID W/ NON-SHRINK GROUT.

2. ALIGN CENTERLINES OF WELD PL AND EMBED PL, 3/4" MAXIMUMTOLERANCE ANY DIRECTION.

3. AT CONTRACTOR'S OPTION, SEE

T/FTG

ADJACENT PANEL

1"

MIN4"

MIN5"

PL 1x6x0'-6"

PL 1/2x4"

CJP

5/16 L

WELD AEA SIDE

MA

X

2"2"

2"PL 1/2x6"

12

S4.10

3

-

HOLDOWN SCHEDULE

MARK REBAR EMBEDWELD A WELD B

S L S L

- - - -

- - - -

PE

R S

CH

ED

ULE

EM

BE

D

HD-1 1 - #6 1'-11"

HD-2 2 - #6 1'-11"

A

6" 6"HOLDOWN BARPER SCHEDULE,FULL HEIGHT OF PANEL

C/L PANEL JOINT

PANEL JOINT


HD2 ELEVATIONNOTE: SEE HD1 FOR INFO NOT NOTED

T/FTG

PE

R S

CH

ED

ULE

EM

BE

D

ADJACENT PANEL

PL 1x6x1'-0"

PL 1/2x1'-0"

2ND HOLDOWN BAR

PL 1/2x10"

5/16 LWELD B

6" 6"

HOLDOWN BARFOR ADJACENTPANEL AS OCCURS

6"

HOLDOWN BARPER SCHEDULE,FULL HEIGHT OF PANEL

2ND HOLDOWN BARAS OCCURS PER SCHEDULE

C/L PANELJOINT

JOINTPANEL

TYPICAL EDGEREINFORCINGPER

LENTON INTERLOKLK COUPLER

REBAR TO MATCHHOLDOWN BAR,THREADED EA END


BE

DG

RO

UT

ELEVATION

NOTE:FOR FIELD FIX OF MISALIGNED REINFAND LK COUPLER SEE

PE

R S

CH

ED

ULE

EM

BE

D

12

S4.10

4

-

HOLDOWN SCHEDULEMARK REBAR EMBED

HD-1 1 - #6 1'-11"

HD-2 2 - #6 1'-11"

T/FTG

ELEVATION

MIN6"

MIN6"

12MIN

1

DEMO (E) STRUCTURAL CONCLAYER BY CHIPPING, DO NOTDAMAGE (E) REINFORCING,DO NOT DEMO (E) INSULATIONOR ARCH CONC LAYERS, SEE NOTE

FOR INFO NOT NOTEDOR SHOWN SEE

MIN

3"

ROUGHEN (E) CONC SURFACEPER TYPICAL CONSTRUCTIONJOINT

NOTES:

AFTER HOLDOWN CORRECTION ,FORM INSIDE FACE & PATCHSTRUCTURAL CONC PANEL TOMATCH (E)

FIELD BENDHOLDOWN BARS

3

-

1.

2.

T/FTG

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:39:5

8 A

M




TYPICAL CONCRETEPANEL HOLDOWNDETAILS

S4.04

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

CONCRETE PANEL HOLDOWN1 NOT TO SCALE

ALTERNATE CONCRETE PANEL HOLDOWN3 NOT TO SCALE

ALTERNATE HOLDOWN

MISALIGNMENT CORRECTION DETAIL4

3

-

2

-

1

-

TYP VERT REINFSEE SCHEDULEFOR SIZE & SPACING

TYP HORIZ REINFSEE SCHEDULEFOR SIZE & SPACING

RE-6 ON S1.01CLR COVER PER NOTE

1 3/ 8"

SEE SCHEDULEPANEL THICKNESS

ARCH REVEAL,SEE ARCH

OUTSIDE FACE

APANEL SECTION

BPANEL SECTION

TYP VERT REINFSEE SCHEDULEFOR SIZE & SPACING

TYP HORIZ REINFSEE SCHEDULEFOR SIZE & SPACING

SEE SCHEDULE

STRUCT CONCWALL THICKNESS

NOTES:1. PLACE HORIZ BARS ON PANEL INTERIOR

1 1/2" CLR3/4" CLR

DEPTH OF REVEAL 3/4" MAX

1. FOR INFO NOT NOTED SEE2

-

3

-

4

-

7

-

NOTE:FOR INFO NOTNOTED SEE

TYP PANEL REINF

MATCH TYP HORIZREINF, #5 MIN

1

-

T/PARAPET

1' -

0"

CHAMFERWHERE OCCURSSAD

#3@12" O.C.

REVEAL WHEREOCCURS, SAD

2-#5 MIN, UON ONPANEL ELEVATIONS

3/4" CHAMFER

AT OPENING EDGE:#3 TIES 12"

@ 12" OC TO 1'-0" BEYOND EDGE OF OPNG,PROVIDE (3) ADDL TIES EQUALLYSPACED ON THE EDGE REINFBEYOND THE EDGE OF OPNG

TYP PANEL REINF .

NOTE:FOR INFO NOT NOTEDSEE

AVERTICAL EDGE

REINFORCING

8

-

REVEAL WHEREOCCURS

2"10

"

HORIZ EDGE REINFSEE PANEL ELEVATIONS(2-#5 MIN)

TYP PANEL REINF.

#3 TIES @ 12" OC

AT OPENING EDGE:#3 TIES

3/4" CHAMFER

BHORIZONTAL EDGE

REINFORCING

3/4" CLR

12"

@ 12" OC TO 1'-0" BEYOND EDGE OF OPNG,PROVIDE (3) ADDL TIES EQUALLYSPACED ON THE EDGE REINFBEYOND THE EDGE OF OPNG

REVEAL WHEREOCCURS, SAD

PLAN VIEW

ELEVATION

24"

8"

24"

TYP

45°

12".

4"

1/4".

3/4".

1 1/2" X-STRONGSTL. PIPE x 11" LONG W/ 1"SPLIT FULL LENGTH(ASTM A53 GRADE B).

CLR.

3". 4"FILL THIS VOIDWITH NON-SHRINKGROUT

VERT. END STEEL

ADDITIONAL #548" LONG MIN.CENTERED ONPOCKET

NOTE: DO NOT WELDWITHIN 1" OF REBAR BEND

5/16 6TYP

PANEL JOINT

CONCRETE PANELPER PLAN

#6 GRADE 60 A706

#5 END BARS EA. FACE(ONE BELOW AND ONENEXT TO POCKET ATINTERIOR FACE.)

.

1/2" THICKSTEEL PLATE

STEEL PIPE(SEE PLANVIEW)

EXTERIOR FACE, TYP

INTERIOR FACE, TYP

3/4" GAP, MAX5/16 11

C

PLAN AT MITERED CORNER

PLAN AT SQUARED CORNER

DRYPACK W/ EPOXY RESINAFTER WELDS ARE COMPLETE

L3x2x1/2"x6" W/ 2-3/4"DIAM.x6"HEADED STUDS 3" APART

TYPE LOCATION,

FOR CORNER

S.A.D.

NOTE:

4

OUTSIDEFACE

1" DIAM BARx4" LG.

3"2"

OUTSIDE FACE

SYMM

.

FOR END REINF DETAIL SEE

NOTE:2

-

PANEL WHEREOCCURS

PL1/2"x4"x0'-6"W/ 2- 3/4"DIAM.x4" LONGWELDED HEADED STUDS3" APART

3"TYP

1 1/

2"1

1/2"

1 1/

2"

3/8" BENT PLATE x 6" LONGW/ 2-3/4" DIAMETERHEADED STUDS 3" APART

DRYPACK NON-SHRINKGROUT AFTER WELDSARE COMPLETE1" DIAM.x4" LG.

BAR

.

FIN. FLOOREL = 0' - 0"

2" CLR

TYP2'-6"

.

APROVIDE #5 DIAGONAL x5'-0" AT ALL CORNERSOFOF ALL OPENINGS AS SHOWN. BEND DIAGONALS ASSHOWN AS REQUIRED BY SPACE LIMITATIONS.

B

#5 TYP. E.F.

TYP

Ld PER SCHED,

TY

P

Ld P

ER

SC

HE

D,

PANELTYPE

P1 8"

DETAILSTYP

REINFORCINGPANEL

THICKNESS

P2 11"

P3 12"

P4 15"

#5 @ 12, EW, EF

#5 @ 12, EW, EF

#5 @ 12 OC. HORIZ., EW.#6 @ 12 OC. VERT., EW.

#6 @ 12, EW, EF

1. PANEL THICKNESS REFER TO THICKNESS WITHOUT ARCHITECTURAL REVEAL. SEE DETAIL WHERE ARCH LEVEL OCCURS SAD FOR REVEAL1

-

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:0

1 A

M




TYPICAL CONCRETEPANEL DETAILS

S4.10

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

CONCRETE PANEL TYPICAL WALL REINFORCING1 NOT TO SCALE

TOP OF CONCRETE PANEL3NOT TO SCALE

CONCRETE PANEL TYPICAL EDGE REINFORCING2

NOT TO SCALE

PANEL CONNECTION DETAIL9

NOT TO SCALE

WALL INTERSECTIONS6 NOT TO SCALE

CONCRETE TILT-UP PANEL OPENING CORNER REINFORCEMENT DETAIL7

3/4" = 1'-0"4CONC PANEL REINFORCING SCHEDULE

A

A

3/4" DIA HEADEDSTUDS

EMBED 5"

1/2" DIA x 2'-0" LONG WELDED BARANCHORS, WELDED TO EMBEDPLATE @ 12" OC, LAP W/ DECKREINF

1/4 4-12

CHANNEL TOEMBEDPLATE TYP

CONC OVER MTL DECK

SET EDGE OF PLATE2" BELOW T/STL

CHANNEL LEDGERPER PLAN

2"

1/2" DIA EXP ANCHOR W/4" EMBED @ 24" OC MAX

T/STL

ATEMBED PL

EQ

DECK ORIENTEDIN EITHER DIRECTION

CONT PL3/8x7

NOTE:LEDGER CHANNEL AND DECKNOT SHOWN FOR CLARITY

PROVIDE GAPS @PANEL JOINT

AEMBED PLATE

TYP

1' - 0" MAX

CL PANEL JOINT

TYP

6"

TYP1 1/2"

1 1/

2"4"

1 1/

2"

EMBED PLATE PLATE 1/2"AT BEAM CONN

TYP EMBED PLATEPER

5/16

CHANNEL TOEMBEDPLATE T&B

AEMBED PLATE AT

BEAM CONN

TY

P

1 1/

2"

12"

1 1/2" 12" 1 1/2"

12"

WHERE THIS DIMENSION ISLESS THAN 1'-5", SEE

3

-

1

-

TYP1"

CL WF BMCL PANEL JOINT

5/16T&B

CHANNEL PER PLAN

CL WF BEAM AS OCCURS

PL1/2x8x1'-6",CENTERED ON SPLICE

MIN

2' - 0"

1/2" MAX GAP

1/2"

1/2" SHEAR PL

1 3/4" 1 3/4"

ADDL #6HORIZONTAL @HEADED STUDSEXTEND BAR MIN,2'-0"PAST HEADED STUD

WF BM PER PLAN

5/16

6-1/2" DIA HEADEDSTUDS

EMBED5"

FOR INFO NOTNOTED,SEE 1

-5-7/8" DIA BOLTS

T/STL

1' - 5" 1' - 5"

EMBED PLATEPER

CHANNEL LEDGER

CONCRETE PANEL

FOR INFO NOT NOTED,SEE

BEAM

2A

-

CL PANEL JOINTCL EMBED CL EMBED

2A

-

CHANNEL LEDGERPER PLAN

1/2" DIA EXP ANCHOR W/4" EMBED @ 24" OC MAX

T/STL

MTL DECK, ORIENTEDIN EITHER DIRECTION

3"

1/2"

1/2" SHEAR PL

1 3/4" 1 3/4"

WF BM PER PLAN

5/16

5-7/8" DIA BOLTS

T/STL

SEE 2

-

FOR

FURTHER INFONOT NOTED

CONCRETE PANEL PER PLAN

2'-8" POCKET TYP

CONTINUATION OF BM, WHERE OCCURS

PLATE WASHER 3/8" THKx 2 1/2" SQ

2 SIDES MIN,TYP @ PLATEWASHER

5/16

W BM TOBRG PLATE

W BEAM PER PLAN

1 1/2"

.

EQ

.E

Q.

1 1/2"

3/8" THICK STIFFNER PL EA. FACE

SOLID GROUT POCKET,MATCH COLOR OF CONC. AFTERSTEEL ERECTION TYP

5"

1 1/2"

POCKET CONTINUES 2" ABOVEBEAM WHERE WALL CONTINUES UP

2" NON SHRINK GROUTBELOW BEARING PLATE

ROOF DECK PER PLANWALL CONTINUES UP, WHERE OCCURS

(4) 3/4" DIAM. A.R.W/8" MIN. EMBED

LEDGER CHANNEL PER PLAN

1/4

3 SIDESTYP

.

.

TRIM REINFPER TYP

2

S4-10

7

S4-10

BASE PL 3/4" THK.W/OVERSIZE HOLES

1" T

YP

1" T

YP

EXTERIOR

INTERIOR

TYP

1' - 0" MAX

1 1/

2" T

YP

C PANEL JOINTL

TYP

6"

1 1/2" TYPL L

AEMBED ANGLE

NOTE: LEDGER CHANNEL & DECK NOT SHOWN FOR CLARITY

1/4 4-12P.P.

NOTE: REBAR IN PANEL & DECK NOT SHOWN FOR CLARITY

C WALLL

1" C

LR

3/4" DIA HEADEDSTUD @12" O.C.

LEDGER CHANNELPER PLAN

1/2" DIA EXP.ANCHOR W/4EMBED@24" O.C.MAX

EMBED L6x6x3/8CONT.

3/4" DIA HEADEDSTUD W/5 EMBEDTYP

CONC. PANEL PERPLAN

DE

CK

PE

R P

LAN

SLA

B O

N

TYP

1' - 0" MAX

1 1/

2" T

YP

C PANEL JOINTL

TYP

6"

1 1/2" TYPL L

AEMBED ANGLE

NOTE: LEDGER CHANNEL & DECK NOT SHOWN FOR CLARITY

NOTE: REBAR IN PANEL & DECK NOT SHOWN FOR CLARITY

C WALLL


1/2" DIA EXP.ANCHOR W/4EMBED@24" O.C.MAX

CONC. PANEL PERPLAN

3"

.

RO

OF

DE

CK

PE

RP

LAN

OR

INT

ED

INE

ITH

ER

DIR

EC

TIO

N

SLAB ON DECKPER PLAN

AELEVATION

NOTES:TYPICAL PANEL REINF.NOT SHOWN FOR CLARITY

CONC. PANELPER PLAN

1/2 3 1/2TYP

WF BEAMPER PLAN

3 ADD'L #5 U-BARS @ A.R.W/ TAILS 1.25X CLASS BLAP SPLICE LENGTH PERSCHED.

EQ

EQ

EX

TE

RIO

RIN

TE

RIO

R

(4) 1" DIA. A.R. ASTMF1554 GR. 55 W/ 8"MIN EMBED, TYP

WF BEAM PER PLAN

3/4" THK PLS X3 1/2" WIDE

WEF BEAMPER PLAN

3/8 X 1 3/4" SQPL. WASHERAT THESE TWOLOCATIONS

1/4TYP

CONC. PANELPER PLAN

NOTES:

SEE FOR FURTHER

INFO NOT NOTED HERE.

7

-

BPLAN

1 3/ 8"

1"

2 1/

2"3"

PL WASHER PER 7/-

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:0

5 A

M




TYPICAL CONCRETEPANEL CONNECTIONDETAILS

S4.11

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

CONCRETE OVER METAL DECK -CONNECTION TO WALL PANEL

1

NOT TO SCALE

TYPICAL CHANNEL LEDGER SPLICE4

NOT TO SCALE

WF BEAM AT CONCRETE OVER METAL DECK -CONNECTION TO WALL PANEL

2

NOT TO SCALE

EMBED PLATES AT BEAM CLOSE TO PANEL JOINT3

NOT TO SCALE

BARE METAL DECK -CONNECTION TO WALL PANEL

5 NOT TO SCALE

WF BEAM AT BARE METAL DECK -CONNECTION TO WALL PANEL

6 NOT TO SCALE

POCKET FOR STEEL GIRDER7

NOT TO SCALE

SLAB ON DECK OVER WALL PANEL9 NOT TO SCALE

BARE METAL DECK OVER WALL PANEL10

NOT TO SCALE

POCKET FOR STEEL GIRDER @ WALL END8

A

-

4

S4.12

a

b

B

-

-

TRUSS TOP CHORD PER ELEV.

5/16 2"TYP

1 3/

4"

2"

1"

CL

CONC. PANELTHICKNESS PER PLAN

3/8" STIFF. PLx3" EA.FACE OF WT

3 1/4"

EXTERIOR FACE.

CONC. PANEL PERPLAN

2" NON-SHRINK GROUTUNDER BEARING PL

TRUSS ANGLE PER ELEV.

-CL

PL. WASHER 3/8x2 1/2" SQ.TYP1 1/

2"

TY

P

6"10

"

3/4" THIK. BEARING PLW/OVERSIZED HOLES

(4) 3/4" DIA. A.R. W/8" EMBED,MIN

SOLID GROUT POCKET AFTER STEELERECTION, TYP. MATCH COLOR OFCONC.PANEL

1/42 SIDES [email protected]

. 2'-4" WIDE POCKET W/TRIM REINF. PER1/4TYP

NOTE: LEDGER CHANNEL NOT SHOWN FOR CLARITY.

BCROSS SECTION

APLAN DETAIL

11S4.10

12S4.10

&

2"

1"

TYP PANEL REINFPER SCHEDULE

TRIM REINF PER TYP4

S5.125

S5.12

SC

HE

DLd

PE

R

BARS AT COLUMNDETAILED IN PANEL.SKEW HOOKS AS REQ.

5S4.12

3 SETS OF TIES &CROSSTIES ATANCHORS

3/8" PL.WASHER 2" SQ.

MC 12x35 LEDGER 2'-0" LONG.W/EXP. ANCHOR PER @8" OC.10

S4.11

CUT BACK EMBEDANGLE @ CORE

5/16

C COL,LPANEL


NOTES: 1. SEE FOR FURTHER INFO NOT NOTED. 2. CUT BACK METAL DECK AS REQUIRED @ COLUMN BASE PL

-

EMBED L

SLA

B O

N D

EC

K P

ER

PLA

N

2" NON SHRINKGROUT

HSS COL PER PLAN(SQUARE OR ROUND)


3/4" THK BASE PL.x7"x1'-0"W/OVERSIZE HOLES

(2)5/8" DIA A.R. W/12"EMBED, MIN

-

BELEVATION

APLAN DETAIL

1/4

TYP@ PLWASHER 3

SIDES

9

S4.11

WF BEAM

CONC. PANELPER PLAN

HEADED STUDS, TYP

EMBED L

CONC PANEL PER PLAN

CONC PANEL PER PLAN

WF BEAM PER PLAN

-

LC

HSS PANEL

2 1/

2"T

YP

1 1/

2" CONC. PANELPER PLAN

TYP1" GAP,


WF BEAM OPP,WHERE OCCURS

(4) 3/4" DIA. A325 BOLTSWF BEAM PER PLANEXTEND PAST CONCPANEL AS REQUIRED

3/4" BASE PL x 8"

5/16

NOTE: SEE FOR FURTHER INFO NOT NOTED7

S4.11

1

S5.00

-

2' - 0" 2' - 0"

#4 TIES & CROSS TIES @ 12" O.C.ALTERNATE ORIENTATION OFCROSSTIE, TYP

(12)#7 BARS VERT.

PE

R S

CH

ED

ULE

PA

NE

L T

HIC

KN

ES

S

TYPICAL PANEL BARSPER SCHEDULE

24" 24"

E

2' - 6" 2' - 6"

#4 TIES & CROSS TIES @ 12" O.C.ALTERNATE ORIENTATION OFCROSSTIE, TYP

(12)#8 BARS VERT.

PE

R S

CH

ED

ULE

PA

NE

L T

HIC

KN

ES

S

TYPICAL PANEL BARSPER SCHEDULE

3

30" 30"

TRIM BARS EF. PER TYPDETAILS UON ON ELEV.

#4 TIE & CROSS TIE @ 8" O.C.ALTERNATE ORIENTATION OFCROSS TIE.

PE

R S

CH

ED

(AS

CA

LLE

DO

UT

ON

ELE

V.)

PER PLAN TRIM BARS EF. PER TYPDETAILS UON ON ELEV.

VERT. BARS PERSCHED, EF.

LOCATION

J/5 @ ROOF

"W" WELD(IN)

"X" DIMENSION(IN)

"Y" OF #"Z"BARS WF BEAMDIRECTION

5/16" 18" (6) # 8 NORTH-SOUTH

F/3 @ ROOF 1/2" 20" (8) # 9 EAST-WEST

3"3"

3"

MIN3"

TY

P

6 1/

2"

CELEVATIONNOTE: TYPICAL WALL

REINF NOT SHOWNFOR CLARITY

#4 TIES @4" OC

4-1/2" Ø NELSON D2LWELDED DEFORMEDBAR x2'-6" ALIGNEDW/ THRD'D STUDS ABOVE

5/16

BEARING PL 1/2"

"W"

3 SIDESTYP ES

CLBEAM

3/4" CONN PL TYPES OF BM

DIMENSION "X"

1/2" MAX

CJP, TYP

1 1/

2" PL 1"

6-ADD'L#3 TIES

36"

36"

"Y" QUANTITY OF "Z" SIZEDBARS, EXTEND BARS FOR2x THE STANDARD CLASS"B" DEVELOPMENT LENGTH.PROVIDE 90" HOOKSWHERE BARS CANNOTEXTEND FULL LENGTH

WALL CONTINUES UP ATSIM CONDITION

3"

CLEMBED PL

ALIGN SHEAR TAB PLSYMMETRICAL ABOUTCL OF EMBED PL

1"

CJP TYP

aSECTION

4" 4" 4"

2"2"

4-3/4" THREADEDWELDED STUDS

CL

bPLAN

PROVIDE STD SHORTSLOT HOLES IN WFBEAM BOTTOM FLANGE

NOTES: 1. SEE SCHEDULE 8/S4.12 FOR INFO NOT SHOWN HERE. 2. TYPICAL WALL REINF NOT SHOWN FOR CLARITY.

CONC PANEL PERPLAN

16


1/2

WF BEAM PER PLAN

WF BEAM PER PLAN

1/4TYP

5/8" PLATE

-

-

APLAN

2" M

IN3"

5"

BCROSS SECTION

ROOF DECK

6 #9 BARS W/2 x CLASS BSPLICE LENGTH PER SCHED

CJP, TYP

9" T

YP

1/4

3/8" PL x 3" WIDE WELDTO EMBED PL SIM 5

S5.00

CJP,TYP

11/4" PLATE

NOTES: TYPICAL WALL BARS NOT SHOWN FOR CLARITY

1/4 6

2" RETURNS.TO EMBED PL, TYP

3/4" PLATE

#7 BAR 4'-0" LONG

3 #7 BARS

EQ

EQ

4" 3"

8"

2"

TY

P

2"

TY

P

4"

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:0

8 A

M




CONCRETE PANELDETAILS

S4.12

01.12.2015

1089-0001

DSA SUBMITTAL

1" = 1'-0"1TRUSS PANEL CONNECTION

1" = 1'-0"2HSS COLUMN ON CONCRETE PANEL @ CORNER

1" = 1'-0"3HSS ON BEAM @ PANEL

1" = 1'-0"4COLUMN DETAILED IN PANEL UNDER TRUSS

1" = 1'-0"5COLUMN DETAILED IN PANEL AT 3/E

1" = 1'-0"6WALL REINFORCING DETAIL

NOT TO SCALE8BEAM - WALL CONN. SCHEDULE

NOT TO SCALE

CONCRETE TILT-UP PANEL IN-PLANE WF BEAM CONN TO CONC PANEL7 1" = 1'-0"9

BEAM-WALL CONNECTION

B

-

B

-

APLAN

BCROSS SECTION

NOTES: TYPICAL WALL BARS NOT SHOWN FOR CLARITY

CONC PANEL PERPLAN

16


WF BEAM PER PLANCENTERED ON WALL

WF BEAM PER PLAN

5/8" PLATE x 9" HIGH

-

-

2" RETURNS.TO EMBED PL, TYP

3/4" PLATE

#7 BAR 4'-0" LONG

3 #7 BARS

EQ

EQ

3"

8"

2"

TY

P

2"

TY

P

4"

CLBM, WALL

1/4 6

1/4TYP

4"

1/2

2" M

IN3"

5"

ROOF DECK

"Y" NUMBER OF "Z" SIZE BARSW/2 x CLASS B SPLICE LENGTHPER SCHED

1" PLATE

6"

MAX3/4" GAP

TY

P

1 1/

2"

"X" DIMENSIONPER SCHED

1/2" PLATEEACH FACE

LOCATION "W" WELD "X" DIMENSION "Y" OF "Z" BARSDIRECTION OF WF BEAM

CENTERED ON WALL

F/3 1/2" 18" (8)#9 EAST-WEST

G/2.7 1/4" 10" (6)#9 NORTH-SOUTH

G.4/2.7 5/16" 10" (6)#6 NORTH-SOUTH

F/7 5/16" 10" (6)#7 EAST-WEST

F.2/8 1/4" 10" (6)#6 EAST-WEST

SCHEDULE

"W"

3 SIDESTYP CJP,

TYP

APLAN

BCROSS SECTION

CONC PANEL PERPLAN

WF BEAMPER PLAN

1" PLATE

3"

CLWALL, WF BM

2 1/

2"

7"

1/4

CJP,TYP

(4) #6 BARS

MAX3/4" GAP

3/8"x3" WIDE PL.E.F. OF WEB

TY

P

2"

1/4PJP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:1

0 A

M




CONCRETE PANELDETAILS

S4.13

01.12.2015

1089-0001

DSA SUBMITTAL

1" = 1'-0"1BEAM-WALL CONNECTION

1" = 1'-0"2WF BEAM - WALL CONNECTION

2

-

5

-

4

-

ROTATED

8

-

2

-

6

-

4

-

6

-

3

-

7

-

2

-

C

7

-

B

C

CB

9", 10"

12", 14", C12, MC12

DEPTH OR SIZE OFSMALLER BEAM

NOTES:1. USE LARGER WELDS OR COMPLETE PENETRATION WELDS AT ALL SKEWED CONNECTIONS PER

DETAILS 7 AND 8 ON SHEET S5.01

2. MARKS ON PLANS DENOTE 1" DIA BOLTS.

3. MARKS ON PLANS DENOTE 2 ROWS OF BOLTS. EACH ROW TO HAVE THE NUMBER OFBOLTS IN THE TABLE ABOVE. SPACE ROWS AT 3" ON CENTER.

4. MARKS ON PLANS DENOTE FLANGE BRACE, SEE DETAIL 3 ON SHEET S5.02

5. MARKS ON PLANS DENOTE WELDED TOP FLANGE, SEE DETAIL XX ON SHEET S5-XXX.

6. ASTM A36.

7. DEPTH OR SIZE CORRESPONDS TO THE SMALLEST BEAM. SEE 5/S5-211.

8. PROVIDE SLIP CRITICAL CONNECTIONS AT ALL SLRS FRAMING.

1

2

F

16"

18"

21"

24"

27"

30"

33" AND LARGER

NO OF BOLTS,7/8" DIA A325N UON

(2), (3)

2

3

4

4

5

6

7

8

9

ONE ROW OF BOLTS TWO ROWS OF BOLTS

SHEARPLATE

(6) WELDSIZE"S"

(1)SHEARPLATE

(6)

5/8"1/4"

5/16"

7/16"

NO OF BOLTSPER ROW, 7/8"DIA A325SC UON

(3)

2

3

4

4

5

6

7

8

9

3/8"

1/2"

1/2"

1/2"

5/16"

5/16"

1/4"3/8"

1/4"3/8"

1/4"3/8"

1/4"3/8"

1/4"3/8"

5/8" 7/16"

5/8" 7/16"

5/8" 7/16"

5/8" 7/16"

5/8" 7/16"

5/8" 7/16"

5/8" 7/16"

5/8" 7/16"

T

WELDSIZE"S"

(1)

WF BEAM

3/8" MINRADIUS TYP

BEAM WEBTHICKNESS t W

NOTES:1. t IS THE BEAM WEB THICKNESS.

2. h = 1.5 t , BUT NOT LESS THAN 1", NOR GREATER THAN 2"

W

W

h

1.5 tW

h

1.5 tW

NOTES:1. PERPENDICULAR FRAMING NOT SHOWN FOR CLARITY.

2. db DENOTES BOLT DIAMETER.

3. FOR INFO NOT SHOWN SEE BEAM CONNECTION SCHEDULE.

2 ROWS OF BOLTSWHERE OCCURS

SHEAR PLATES & BOLTSPER SCHED

4 SIDES1/2" TYP

1/2" CAP PLATE

2 db MIN2 db MIN

TY

P

3"

db =

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

5/16FLANGES

& WEB

SPER

SCHED

CAP PLATE & CONTINUITY PLATESMATCH THICKNESS OF THICKESTWELDED BEAM FLANGE PLUS 1/8"MATCH WIDTH OF COL(ASTM A572 GRADE 50)

NOTES:1. SHOWN THUS : ON PLANS.

2. FOR INFO NOT SHOWN OR NOTED SEE

3. PERPENDICULAR FRAMING NOT SHOWN FOR CLARITY.

WELD ACCESS HOLEST&B PER

CJP BEAM FLANGESTYP

3 SIDES CJP TYP

CJP WEB&

FLANGES

TY

P

3"

db =

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

2 ROWS OF BOLTSWHERE OCCURS

SHEAR PLATES & BOLTSPER SCHED

4 SIDES1/2" TYP

1/2" CAP PLATE

1/2" PLATE T&BUON




2 db MIN

UON

3"

5/16FLANGES

& WEB

SPER

SCHED


NOTES:1. SHOWN THUS :

ON PLANS.

2. FOR INFO NOT SHOWNOR NOTED SEE

3. PERPENDICULARFRAMING NOT SHOWNFOR CLARITY.


1"

CJP BEAM FLANGESTYP

3 SIDES CJP TYP

CJP WEB&

FLANGES

PLATE 1/2" SAME DEPTHAS SKEWED SHEAR PLATEOMIT WHERE SKEWED SHEARPLATE FRAMES INTO COLFLANGENOTES:

1. COPE BEAM FLANGES FOR CLEARANCES AS REQUIRED

2. FOR INFO NOT SHOWN OR NOTES SEE

SKEWED SHEAR PLATEAT SKEWED BEAM

SHEAR PLATEWHERE OCCURSSEE PLAN

WP

COL

SHOW THUS : ON PLANS

CL

CL

CL

CL

5/16

5/16BOTH FLANGES

CJP

CL COLWF COL

WF BM

CONTINUITY PLATE

K1

1/2"

TYPk1+1/2"

k1+1/2"WF COL

WF BM


2. FOR INFO NOT SHOWN SEE 6/-.

CL

CL

SPER SCHED TYP EAFLANGE

TY

P

3"

db =

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

SHEAR PL &BOLTS PER SCHED

4 SIDES1/2" TYP

1/2" CAP PLATE

HSS COL




UON

3"

2 db MIN

5/16 SPER SCHED


NOTES:1. SHOWN THUS : ON PLANS.

2. FOR INFO NOT SHOWN OR NOTED SEE

3. PERPENDICULAR FRAMING NOT SHOWN FOR CLARITY.


HSS COL

CJP BEAMFLANGES

TYP

CJP TYP

CJPSKEWED

PLATE

SHEAR PLATETYP AT ALL BEAMSPER PLAN

SLRS CONN

SLRSCONN

NOTES:1. FOR INFO NOT SHOWN OR NOTED, SEE

2. FOR BOLTED SLRS CONNECTION IN ONE DIRECTION, USE DETAIL

3. FOR BOLTED SLRS CONNECTION IN MULTIPLE DIRECTIONS, USE DETAIL

4. USE SIMILAR CONNECTION AT ROUND HSS COL


6. CONTRACTOR TO CUT AND REPAIR HSS USING CJP'S AS REQUIRED TO INSTALL SHEAR PLATES FOR DETAIL

7. SUBSTITUTE DETAIL OR FOR DETAIL AT ENDS OF COLLECTOR LINES.

ATYPICAL

BSLRS

CSLRS

PER SCHED TYP PER SCHED TYP

PER SCHED TYP

PER SCHED TYP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:1

4 A

M




TYPICAL STEEL BEAMDETAILS

S5.00

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

BEAM CONNECTION SCHEDULE1 NOT TO SCALE

WELD ACCESS HOLES AT WF BEAMS2

NOT TO SCALE

BEAM TO WF COLUMN FLANGE CONNECTION5

NOT TO SCALE

BEAM TO WF COLUMN FLANGE GRAVITY

MOMENT CONNECTION9

NOT TO SCALE

BEAM TO WF COLUMN WEB CONNECTION6

NOT TO SCALE

BEAM TO WF COLUMN WEB GRAVITY

MOMENT CONNECTION10 NOT TO SCALE

SKEWED BEAM TO WF COLUMN CONNECTION12

NOT TO SCALE

WF COLUMN CONTINUITY PLATES4

NOT TO SCALE

WF COLUMN STIFFENER PLATES8NOT TO SCALE

BEAM TO HSS COLUMN CONNECTION7

NOT TO SCALE

BEAM TO HSS COLUMN GRAVITY

MOMENT CONNECTION11

NOT TO SCALE


5

-

2

S5.00

A

COPE FLANGES AS REQD1" MAX BTWN FLANGES

2 ROWS OF BOLTSAND LARGER PLWHERE OCCURS

SHEAR PL & BOLTSPER SCHED

2 db MIN






db=

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

2 db MIN

3" MAXUON

3" MAXUON

3" MAXUON

TY

P

3"

TY

P

3"

TY

P

3"

2 db MIN

db=

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

db=

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

NOTES:1. db DENOTES BOLT DIAMETER.

2. FOR INFO NOT SHOWN SEEBEAM CONNECTION SCHEDULE

CDEEP SUPPORTED BEAM

BEQUAL DEPTH

ASHALLOW SUPPORTED BEAM


S

2 SIDESPERSCHED

S

2 SIDESPERSCHED

S

2 SIDESPERSCHED

NOTES:

1. SHOWN THUS:ON PLANS

2. FOR INFO NOT SHOWNOR NOTED SEE

3. PROVIDE WELD ACCESSHOLES PER

WF BM

WF GIRDER

LOWER BEAM TO ACHIEVEBEAM TO GIRDER WELDSSPLIT DECK AND THICKENCONC FILL AS REQD

WF BM

WF GIRDER

WF BM

WF GIRDER

CONTINUITY PL t x b /2EA SIDE TYP (ASTMA572 GRADE 50)

f f

FLANGE WIDTH b &THICKNESS t

f

f

CDEEP SUPPORTED BEAM(AT COLLECTORS ONLY)

BEQUAL DEPTH

ASHALLOW SUPPORTED BEAM

5/16 12TYP

CJP T&B TYP

CJP T&B TYP

CJP T&B TYP

1 1/

2"1

1/2"

PL 3/8

6" TO 8"DEEP BEAMS

(2)-7/8" DIAA325N BOLTS

MAX1"

3" 2 1/2" TYP

3" MAXUON

5/16

3"

PLAN

BEAM WEBOR COL

COPE AS REQD

SKEWED BEAM

A

B

A

12

12

12

B

UP TO 1 5/8"

OVER 1 5/8" TO 2 1/8"

OVER 2 1/8" TO 3 1/4"

WELD SIZE S1

3/8" SHEAR PL 1/2" SHEAR PL

S + 1/16

S + 1/16

S + 1/8

S + 1/16

S + 1/8

S + 1/8

NOTES1. FOR WELD SIZE S, BOLTS AND SHEAR PLATE,

SEE BEAM CONNECTION SCHEDULE 1/S5-210AND TYPICAL BEAM DETAILS.

2. FOR OTHER SKEWED BEAM CONDITIONS, PROVIDECOMPLETE JOINT PENETRATION WELDS PER DETAIL 8ON THIS SHEET.

1" M

AX

S1

S

H

PLAN

A

12

12

B

UP TO 9

OVER 9 TO 10

12

12

UNDER 12 TO 11

UNDER 11 TO 10

UNDER 10 TO 9

UNDER 9 TO 8

UNDER 8 TO 7

OVER 10 TO 11

OVER 11 TO 12

12

12

12

12

12

H

3" MAX

3 1/8"

3 1/4"

3 3/8"

3 5/8"

3 3/4"

4"

4 1/4"

4 3/4"

1" M

AX

BEAM WEBOR COL

COPE AS REQ

SKEWED BEAM

A

B

CJP

WF BEAM

CL SYMMCL HSS

CL SYMM

1/4"

PL 3/8 STIFFENERPL AT BOTH SIDESOF WEB

(2)-3/4" DIAA325SC BOLTS

CL SYMM

SEE FOR INFO NOT NOTED

1 1/2"1 1/2"PL 1/2 x BM WIDTH

1/43 SIDES

1/4

ADETAIL

BDETAIL

CDETAIL

RO

D S

CH

ED

GR

OU

T P

ER

AN

CH

OR

T/CONC

T/SLAB3" MIN CONCCOVER

BASE PLTHICKNESS tpl PER SCHED.

NOTES:1. SEE TYPICAL ANCHOR ROD DETAIL FOR ANCHOR

ROD, OVERSIZED HOLE AND WASHERREQUIREMENTS.

SC

HE

D

EM

BE

DM

EN

T P

ER

N

PER SCHED

TYP EDGEDISTANCE

BASE PLTHICKNESS tpl PER SCHED.

B B

N

PER SCHED

TYP EDGEDISTANCE

EQ

EQ

EQ EQ

CLCOLUMN

CLCOLUMN

CLCOLUMN

CLCOLUMN

EQ

EQ

EQ EQ

CLCOLUMN

ANCHOR RODDIAMETER

EDGEDISTANCE

7/8" 2"

1" 2 1/2"

1 1/4" 2 1/2"

1 1/2" 2 1/2"

3/4" 1 1/2"

1 3/4" 2 3/4"

2" 3 1/2"

2 1/2" 4"

TYPICAL EDGEDISTANCE SCHEDULE

4 ANCHOR RODS PER SCHED. 4 ANCHOR RODSPER SCHED.

WF OR HSS COLUMNPER PLAN

WF HSS

5/16FLANGES& WEB 5/16

1 1/ 4"

COLUMN SIZE tpl

HSS8X8 1"

HSS6X6 3/4"

SCHEDULE

ANCHOR RODS

(4) 3/4" DIA A.R. W/8" EMBED MIN

(4) 3/4" DIA A.R. W/8" EMBED MIN

2" M

IN4"

MIN

IMU

MC

OV

ER

T/CONCRETEEL SEE PLANS, DETAILSOR SCHEDULES

SEE ANCHOR RODSCHEDULE FOR WELD A

FULLY TIGHTENED DOUBLE NUTSOR HEX BOLT HEAD

MINIMUM EMBEDMENT LENGTHPER COLUMN SCHEDULE

NOMINAL GROUT THICKNESSPER ANCHOR ROD SCHEDULE

HEAVY HEX NUT

SQUARE OR ROUND PLATEWASHER WITH STANDARD HOLESIZE AND THICKNESS PERANCHOR ROD SCHEDULE

MINIMUM ANCHOR RODPROJECTION ABOVE BASE PLATEPER ANCHOR ROD SCHEDULE

THREAD LENGTH

BASE PLATE W/ OVERSIZED HOLE,PER ANCHOR ROD SCHEDULE

MIN PROJABOVE

BASE PL

MINWASHER

t

MINWASHER

SIZE

BASE PLHOLE DIA

"D"

ANCHORROD

DIAMETER

ANCHOR ROD SCHEDULE

NOMINALGROUT

THICKNESS

ANCHOR ROD PER ANCHOR RODSCHEDULE / COLUMN SCHEDULE

BOTTOM OF CONCRETE

BASEPLATE THICKNESS

SETTING NUT AND PLATE WASHER(1/2" MINIMUM WASHER THICKNESS)OR SHIM STACK AT CONTRACTORSOPTION / COORDINATION

1' -

2 3/

4"

4"

5 1/

2"3

3/4"

1' -

11 3

/8"

3/4" 1 5/16" 2" 1/4" 3" 2"

1" 1 13/16" 3" 3/8" 3 1/2" 2"

1 1/4" 2 1/16" 3" 1/2" 4" 2"

1 1/2" 2 5/16" 3 1/2" 1/2" 4" 2"

1 3/4" 2 3/4" 4" 3/4" 5" 2"

2" 3 1/4" 5" 3/4" 5" 2"

2 1/2" 3 3/4" 5 1/2" 1" 5 1/2" 2"

2 1/

2"

"D"

WELDA

REMARKS

NOTES:

1. SEE TYPICAL ANCHOR ROD AND BASE PLATE DETAILS

2. WHERE WELD 'A' IS NOT SHOWN, TACK-WELD AS REQUIRED FOR ERECTION

3"

A

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:1

7 A

M





S5.01

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

BEAM TO BEAM CONNECTION5 NOT TO SCALE

BEAM TO BEAM MOMENT CONNECTION6

NOT TO SCALE

SHALLOW BEAM TO BEAM CONNECTION3

NOT TO SCALE

SKEWED BEAM CONNECTION - SMALL SKEWS7 NOT TO SCALE

SKEWED BEAM CONNECTION - LARGE SKEWS8

NOT TO SCALE


NOT TO SCALE

COLUMN BASE PLATE9 NOT TO SCALE

ANCHOR ROD DETAIL12

1

S5.00

1

S5.00

1

S5.00

WF BM PER PLAN

COPE FLANGES AS REQD

BOLTS PER SCHED

SHEAR PL PER SCHEDCOPE AS REQ

WF PER PLAN

1" MAX

db =

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

TY

P

3"

FOR INFO NOT SHOWNSEE

2 db MIN

3" MAXUON

S3 SIDES

db =

1"

1 1/

2" T

YP

1 3/

4" W

HE

RE

1" MAX

DEPTH OFSUPPORTED

BEAM

MINIMUM NO. OF7/8" DIA A325N

BOLTS

12"

24"

27"

2

6

7

SUPPORTED BEAM

COPE FLANGES ASREQD

BOLTS PER SCHED ABOVE

FULL DEPTH SHEAR PL

DE

PR

ES

SIO

N

TY

P

3"

FOR INFO NOT SHOWNSEE

3" MAXUON

2 db MIN

s3 SIDES

SEE SHEAR PLATE& BOLT SCHEDULE

MAX1/2" GAP

3" MAX

DIAMETER2x BOLT

WF PER PLAN

CL WF OR HSS COL& SYMM

BASE PL NOT REQD WHERECOL WIDTH LESS THAN bf OF BM

PL 3/8 STIFFENEREA SIDE

COPE AS REQ'D

2" M

AX

5/16

5/16TYP EA

SIDE

Kde

t

Kde

t

4 PRETENSIONEDBOLTS MINIMUM

FINISHED COLUMNEND SURFACE

CAP PLATE THICKNESSTO MATCH BEAM FLANGETHICKNESS (1/2" MINIMUM)

STIFFENER PLATES NS & FS1/2" MINIMUM THICKNESS OR

CLCOLUMN

SEE BEAMSHEAR CONNECTIONTYPICAL DETAILS

4 PRETENSIONEDBOLTS MINIMUM

FINISHED COLUMNEND SURFACE

CLCOLUMN

SEE BEAM SHEAR CONNECTIONTYPICAL DETAILS AT TRANSVERSEBEAM CONNECTION

STIFFENER PLATE EACH SIDE OF WEBTO ALIGN WITH COLUMN WEB BELOW1/2" MIN THICKNESS OR AS REQUIRED BYCOLUMN FORCE INDICATED ON COLUMNSCHEDULE OR ON PLAN (CB)

STIFFENER PLATE EACH SIDEOF WEB TO ALIGN WITH BEAMWEB 1/2" MINIMUM THICKNESS

CLCONTINUOUS

BEAM

CLCONTINUOUS

BEAM

CAP PLATE THICKNESSTO MATCH BEAM FLANGETHICKNESS (1/2" MINIMUM)

1 1/

2"

1 1/

2"

ACOLUMN WEB PARALLEL TO BEAM WEB

BCOLUMN WEB PERPENDICULAR TO BEAM WEB

TYP

1/2TYP

TYP

1/2TYP

STIFFENER PLATE(3/8" MINIMUM)

K det

SPANDREL BEAMOR BRACED BEAM

L4X4X3/8 FOR L< = 10FTL5X5X3/8 FOR L< = 15 FT

INTERIORBEAMSTIFFENER PLATE

(3/8" MINIMUM)

CLBEAM

CLBEAM

STEEL DECK AND EDGE PLATENOT SHOWN FOR CLARITY.SEE TYPICAL EDGE OF STEELDECK DETAILS

NOTE:

1. SEE PLAN FOR LOCATIONS OR SPACING

1" C

LR

1" M

AX

L

1 1/

2"

1/4 4 MIN

1/4 3 MINTYP

1/4 3 MIN

1/4TYP

STEEL DECK AND EDGEPLATE NOT SHOWN FORCLARITY SEE TYPICALEDGE OF STEEL DECKDETAILS

SPANDREL BEAMOR BRACED BEAM

FULL HEIGHT FITTEDSTIFFENER PLATE

DESIGN CONNECTIONFOR MOMENT ANDSHEAR SHOWN ON PLAN

CLBEAM

NOTE:

1. SEE PLAN FOR LOCATIONS

STEEL DECK AND EDGEPLATE NOT SHOWN FORCLARITY SEE TYPICAL EDGEOF STEEL DECK DETAILS

ANGLE BRACE

FULL HEIGHTFITTED STIFFENERPLATE

NOTES:

1. DESIGN CONNECTION FOR FORCES BASED ON COLUMN AXIAL LOAD AS SHOWN AND FOR FORCES SHOWN ON PLAN

2. C = COLUMN AXIAL FORCEe = 1/2" ACCIDENTAL ECCENTRICITY UON

11

GUSSET PLATE

CLBEAM

.

C

.

+/- e

C * (0.02+e/h)

.

C * e/h

hd/

2

STEEL DECK AND EDGEPLATE NOT SHOWN FORCLARITY SEE TYPICAL EDGEOF STEEL DECK DETAILS

ANGLE BRACE

FULL HEIGHTFITTED STIFFENERPLATE

11

GUSSET PLATE

CLBEAM

.

C * e/h

.

C * (0.02+e/h)

h

.

+/- eC

d/2

COLUMN ABOVE

COLUMN BELOW

COLUMN ABOVE COLUMN BELOW

d d

TYP TYP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:2

1 A

M





S5.02

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

DEPRESSED BEAM10NOT TO SCALE

DEPRESSED BEAM, DEPRESSION < 3"9

NOT TO SCALE

BEAM TO BEAM CONNECTION1

NOT TO SCALE

HSS COLUMN ON WF BEAM6

NOT TO SCALE

BEAM BEARING ON COLUMN (AXIAL ONLY)11

NOT TO SCALE

SPANDREL OR BRACED BEAM KICKER CONNECTION2 1" = 1'-0"3

FULL HEIGHT FITTED STIFFENER ATSPANDREL OR BRACED BEAM CONNECTION

NOT TO SCALE

DEEP BEAM BOTTOM FLANGE BRACING CONNECTION4

MARK TYPE

W H

MAXIMUM SIZE(IN)

DIAMETER e

REMARKSSIDE

NS & FSTOP

NS & FSBOTTOMNS & FS

WELDA

PLATES(t x WIDTH (IN))

PLATE REINFORCEMENT GRADETO MATCH GRADE OF BEAM

A

B

S

D

20

-

10

-

-

3

d/2

8

1/4 x 4

- -

XX

XX

1/4 x 41/4 x 4

-

1/4

C U - - 3 d/2 - - XX- -

NOTES:

1. TYPE REFERS TO TYPICAL BEAM WEB PENETRATION DETAILS

2. THE MINIMUM CLEAR SPACE BETWEEN TWO ADJACENT PENETRATIONS SHALL BE GREATER OF THE LARGESTPENETRATION DIMENSION OR TWO TIMES THE BEAM DEPTH UON

3. SEE STRUCTURAL DRAWINGS FOR QUANTITY AND LOCATIONS OF PENETRATIONS ALL BEAM PENETRATIONS SHALL BESHOWN ON THE SHOP DRAWINGS FOR REVIEW BY THE ARCHITECT/ENGINEER. NO PENETRATIONS SHALL BE MADEWITHOUT PRIOR REVIEW OF THE ARCHITECT/ENGINEER

BEAM WEB PENETRATION SCHEDULE

-

d = MINIMUM CLEARTO SUPPORT OR

POINT LOAD TYPICAL

H


POINT LOAD (TYP)

ee

= d

/2 U

ON

ON

PLA

N O

RS

CH

ED

ULE

ee

= d

/2 U

ON

ON

PLA

N O

RS

CH

ED

ULE

d/6 x d/6 MAXIMUM OPENING SIZEUON ON PLAN OR SCHEDULE

CLCIRCULAROPENING

SEE PLAN ORSCHEDULE FOROPENING SIZE

DIA = d/6 MAXIMUMUON ON PLAN ORSCHEDULE

CLSUPPORT

CLRECTANGULAR

OPENING

R

CLSUPPORT

CLPENETRATION

CLPENETRATION

8"

MIN

d/6

MIN

d/6

1' - 7 3/ 8"

1' -

1 1/

8"

d/2

d =

BE

AM

DE

PT

H

1' - 6 3/ 8"

W

5"

MIN

d/6

MIN

d/6

d/2

1' -

1 1/

8"

d =

BE

AM

DE

PT

H

NOTES:

1. PROVIDE REINFORCEMENT AS NOTED FOR OPENING TYPE. SEE FRAMING PLANS FOR OPENING TYPE

2. SEE STRUCTURAL DRAWINGS FOR PENETRATIONS. CONTRACTOR SHALL VERIFY QUANTITY,SIZE, AND LOCATION OF ALL PENETRATIONS WITH MEP DRAWINGS

3. ALL BEAM PENETRATIONS SHALL BE SHOWN ON THE SHOP DRAWINGS FOR REVIEW BY THEARCHITECT/ENGINEER. NO PENETRATIONS SHALL BE MADE WITHOUT PRIOR REVIEW BY THEARCHITECT AND WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER

4. R(MINIMUM) = 2 x WEB THICKNESS OR 5/8", WHICHEVER IS GREATER

d/2

ACIRCULAR PENETRATION

BRECTANGULAR PENETRATION

GRIND ALL EDGESSMOOTH TYPICAL

PLATE GRADE & THICKNESS TO MATCHWEB MINIMUM THICKNESS 3/8" TYPICAL

1/2 OF OPNG DIAMETERTOP AND BOTTOM2" MINIMUM TYPICAL

1/2" MAXIMUMTYPICAL

WIDE FLANGE BEAMFOR SIZE SEE PLAN

1/2" MAXIMUM TYPICAL

CLBEAM

CLSUPPORT

CLPENETRATION

SEE PLAN OR SCHEDULE FOROPENING SIZE

PLATE GRADE & THICKNESS TO MATCHWEB MINIMUM THICKNESS 3/8" TYPICAL

SEE PLAN OR SCHEDULE FOROPENING SIZE

R

1/2 OF OPENING HEIGHTTOP AND BOTTOM2" MINIMUM TYPICAL

NOTES:


2. SEE STRUCTURAL DRAWINGS FOR PENETRATIONS. CONTRACTOR SHALL VERIFY QUANTITY, SIZE AND LOCATION OF ALLPENETRATIONS WITH MEP DRAWINGS

3. ALL BEAM PENETRATIONS SHALL BE SHOWN ON THE SHOP DRAWINGS FOR REVIEW BY THE DESIGN PROFESSIONALS. NOPENETRATIONS SHALL BE MADE WITHOUT PRIOR REVIEW BY THE ARCHITECT AND WRITTEN APPROVAL FROM THE STRUCTURALENGINEER

4. R(MINIMUM) = 2 x WEB THICKNESS OR 5/8", WHICHEVER IS GREATERR = RADIUS OF OPENING

SC

HE

DU

LE

e =

d/2

UO

NO

N P

LAN

OR

POINT LOAD, TYPICAL


7/ 8"

MIN

d/6

SC

HE

DU

LE

d/3

MA

XO

R P

ER

MIN

d/6

4 x OPENING WIDTH

ON SCHEDULE

d/3 MAX UON

4 3/

4"

1/2"

MIN

d/6

SC

HE

DU

LE

d/3

MA

XO

R P

ER

MIN

d/6

d =

BE

AM

DE

PT

H

4 x DIA OF OPENING5/16

5/16

e =

d/2

UO

NO

N P

LAN

OR

SC

HE

DU

LE

ee

= d

/2 U

ON

ON

PLA

N O

RS

CH

ED

ULE


POINT LOAD (TYP)


POINT LOAD (TYP)

R

SEE PLAN ORSCHEDULE FOROPENING SIZE

SEE PLAN OR SCHEDULEFOR OPENING SIZE

CLSUPPORT

TOP PLATE WHEREREQUIRED BY SCHEDULE

BOTTOM PLATESEE SCHEDULE

SIDE PLATESEE SCHEDULE

CLSUPPORT

CLPENETRATION

CLPENETRATION

SIDESTIFFENER PLATETYPICALSEE SCHEDULE

BOTTOM PLATESEE SCHEDULE

TOP PLATEWHERE REQUIREDBY SCHEDULE

DIA PER SCHEDULEDIA <0.7d

H PER SCHEDULEH < 0.7d

NOTES:


2. SEE STRUCTURAL DRAWINGS FOR PENETRATIONS. CONTRACTOR SHALL VERIFY QUANTITY, SIZE, AND LOCATION OF ALL PENETRATIONS WITH MEP DRAWINGS

3. ALL BEAM PENETRATIONS SHALL BE SHOWN ON THE SHOP DRAWINGS FOR REVIEW BY THE ARCHITECT/ENGINEER. NO PENETRATIONS SHALL BE MADE WITHOUTPRIOR REVIEW BY THE ARCHITECT AND WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER

4. R(MINIMUM) = 2 x WEB THICKNESS OR 5/8", WHICHEVER IS GREATER

MIN

d/6

.

MIN

d/6

. W

OR 3 x PLATE WIDTH

GREATEST OF 12", W/4

d =

BE

AM

DE

PT

H

MIN

d/6

.M

IN

d/6

1' - 5 1/ 8"

.

SEE SCHEDULE

WIDTH

SEE SCHEDULE

WIDTH

TY

PIC

AL

1/2"

CLE

AR

e

d =

BE

AM

DE

PT

H

OR 3 x PLATE WIDTH

GREATEST OF 12", DIA/4

BCIRCULAR PENETRATION

ARECTANGULAR PENETRATION

WELD "A"SEE

SCHEDULE

WELD "A"SEE

SCHEDULE

D1/

2" M

AX

1/4"

MIN

TYP

B/2 MA

XD

/6

B=bFLANGEPIPE SECTION

OBTAIN ENGINEER'S APPROVALOF EACH PENETRATION ANDLOCATION

1/4

D1/

2" M

AX

1/4"

MIN

TYP

B/2 MA

XD

/6

CL WF BEAM

HSS SECTION

1/4

B=bFLANGE

CL WF BEAM

AAT RECTANGULAR

BAT CIRCULAR

1 1/

2"T

YP

UO

N

t

CONCRETE WALL,BEAM OR COLUMN

HORIZONTAL SLOTTED HOLESIN CONNECTION, STANDARDHOLES IN BEAM (PLATEWASHER NOT SHOWN)

EMBED PLATE WITHHEADED STUDSSEE SCHEDULE

DESIGN CONNECTION AS AISCSINGLE-PLATE CONNECTION WITHSNUG TIGHT (NOT PRETENSIONED)BEARING BOLTS

HORIZONTAL SPACESEQUAL

VE

RT

ICA

L S

PA

CE

S E

QU

AL

2 1/2" NOMINAL, 3 1/2" MAXIMUMECCENTRICITY OF BOLTGROUP, UON

PROVIDE NAIL HOLETO NAIL PLATE TOFORM AS REQUIRED

SECTIONELEVATION

ST

UD

RO

WS

STUDCOLUMNS

B

D

2"

3/ 4"

..

CENTER PLATEON MEMBER

.

1 1/

2"T

YP

UO

N

0" @

T/W

ALL

EQ

EQ

EQ

EQ

2" TYPICAL EQ EQ

MIN

IMU

M C

ON

NE

CT

ION

DE

PT

H (

SE

E S

CH

ED

ULE

) . .

EL SEE PLANT/STL BEAM

5/8 x SINGLE-PLATETHICKNESS

NOTES:

1. USE SMALLEST EMBED PLATE SIZE FOR A GIVEN NOMINAL BEAM DEPTHAND WITH A SCHEDULED MAXIMUM SHEAR REACTION EQUAL TO ORGREATER THAN THE SHEAR REACTION REQUIRED ON PLAN

2. CONTRACTOR SHALL DESIGN SINGLE-PLATE GRADE, THICKNESS, BOLTQUANTITY AND TYPE (A325, A490, N OR X) TO RESIST THE SHEAR FORCESHOWN IN TABLES OR PLANS WHILE SATISFYING GEOMETRICREQUIREMENTS OF THE TYPICAL EMBED PLATE DETAIL AND SCHEDULE.SEE GENERAL NOTES FOR ADDITIONAL INFORMATION REGARDING THEDESIGN OF STRUCTURAL STEEL CONNECTIONS

3. EMBED PLATES SHALL CONFORM TO ASTM A572, Fy=50 ksi

4. STUDS SHALL BE 3/4" DIAMETER x 8" LONG NOMINAL (MINIMUM)

5. SEE TYPICAL EMBED DETAIL FOR ASSUMED CONNECTION LOCATIONRELATIVE TO EMBED PLATE. REPORT ANY AS-BUILT DEVIATION FROMTHE ASSUMED CONDITION TO THE SER AS FOLLOWS:HORIZONTAL DEVIATION GREATER THAN 2"VERTICAL DEVIATION GREATER THAN 1"

W36-W44

W33-W44

W30-W44

W27-W44

W24-W40

W21-W36

W18-W30

W14-W24

W12-W18

W8 -W12

W40-W44

NOMINALSTEEL BEAM

SIZE

6

REMARKS

EMBED PLATE SCHEDULE

EMBED PLATE

SIZENo STUD

COLUMNS

2

MINIMUMCONNECTION

DEPTH(IN)

9

12

15

18

21

24

27

30

33

36

t (in) X B (in) X D (in)

3/4 X 10 X 10

3/4 X 10 X 16

3/4 X 12 X 22

3/4 X 12 X 28

3/4 X 16 X 28

3/4 X 16 X 34

3/4 X 16 X 40

3/4 X 16 X 40

3/4 X 16 X 46

3/4 X 16 X 28

3/4 X 16 X 34

No STUDROWS

2

2 3

2 4

2 5

3 5

3 5

3 6

3 6

3 7

3 7

3 8

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:2

4 A

M





S5.03

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

BEAM WEB PENETRATION SCHEDULE1 NOT TO SCALE

BEAM WEB PENETRATION TYPE U (UNREINFORCED)2

NOT TO SCALE

BEAM WEB PENETRATIONS TYPE D (WEB DOUBLER PLATE REINFORCEMENT)3 NOT TO SCALE

BEAM WEB PENETRATIONS TYPE S (STIFFENER REINFORCEMENT)4

NOT TO SCALE

PENETRATION THRU BEAM WEB5 NOT TO SCALE

EMBED PLATE CONNECTION (SHEAR ONLY)6 NOT TO SCALE

EMBED PLATE SCHEDULE (SHEAR ONLY)7

B

1C

-

TYP

1

-

A

12

-

6

S5.10

-

-

1

-

7

-

3

-

-

-

1C

-

1

-

A

2A

BOLTS PERELEVATOR EQUIPMENTMANUFACTURER

NOTE:

CAR FRAMES SHALL BE GUIDEDON EA RAIL BY UPPER & LOWERGUIDING MEMBER (SAFETY PL'sATTACHED TO THE FRAMES.

PL3/8 MIN

BLOWER CONNECTION

AUPPER CONNECTION

CAR FRAME

GUIDESHOE

SAFETYGUIDE PL

RAIL

GUIDE

5"

5/8"

3 1/

2"

2"

1/2"

F2

F1

F2

NOTES:

1. ELEVATOR GUIDE RAILS TO BE DESIGN BY ELEVATOR MANUFACTURER MIN WT SHALL BE 15 LBS/FT.

2. RAILS SHALL BE DESIGNED TO LIMIT DEFLECTION TO .50" FOR A LATERAL FORCE OF F1=1200#, F2=600# AS INDICATED IN DIAGRAM. ACTING AT MIDSPAN OF RAIL SPANNING 8'-0" MAXIMUM.

2"

1"

1"1 1/4"

R=7/

8"

2 1/4"

11/16"

DIA1/2" 3/4" 7/8" 1/8"

1"

1/2"

1/4"

3/8"

5/8"

1/2" 3

/8"

3/8

"

CLIP SHALL BE FORGED STEEL PER ASTM 668CLASS D. BOLT SHALL BE 5/8" DIA (A307) BOLT.

CL

CCLIP

LC

PL1/2x2x0'-9" SHIM

RAIL CLIPS PER MFR, SEE

GUIDE RAIL SEEDETAIL

A

10"

3"

L6x4x3/8x1'-2" (LLH) W/2-3/4" DIA WEDGE ANCHORS

1 3/

4"

4 3/

4"

3/4" DRY PACK

CONCRETE SLAB

1 1/4" 1 1/4"

1 5/8" 1 5/8"

NOTES:1. PROVIDE TONGE 7 GROOVE FOR WEB OF GUIDE RAIL.2. MACHINE BACK OF RAILS FOR FISH PLATES.3. SPLICE LOCATIONS SHALL BE WITHIN 20% OF CLEAR SPAN OF BRACKET LOCATION , SEE

1 1/

4"3"

1 1/

4" MILL ENDS OF RAILSTO BEAR TIGHT AGAINSTEACH OTHER

BEVEL WASHEREACH BOLT (TYP)

LOCK WASHER EA BOLT(TYP)

FISH PL3/4

3/8" (A307) BOLTS(4) TOTAL EASIDE OF RAILJOINT

BSPLICE

1. ALL WORKS SHALL CONFORM TO CALIFORNIA CODE OF REGULATIONSLATEST EDITION.

2. ELEVATOR CAB WEIGHT = 2,500 LBS

CAB CARRYING CAPACITY = 2,500 LBS

3. THE ELEVATOR MANUFACTURER SHALL BE RESPONSIBLE FOR THE DESIGN. FABRICATIONSAND INSTALLATION OF ALL SUPPLEMENTAL FRAMING (GUIDE RAILS, SHEAVE BEAMS, RAILBRACKET SUPPORTS, RETAINER PLATES. INCLUDING ALL CNNECTIONS AND SPLICES..

4. DETAILS ON THIS SHEET ARE CONCEPTUAL IN NATURE AND ARE FORT BID PURPOSESONLY. ELEVATOR MENUFACTURER SHALL VERIFY ALL DIMENSIONS AND APPLICABILITY OFDETAILS SHOWN ON THIS SHEET. ELEVATOR MANUFACTURER SHALL RETAIN ASTRUCTURAL ENGINEER, LICENSED IN CALIFORNIA TO DESIGN AND DETAIL ALL REQUIREDSUPPLEMENTAL SUPPORT FRAMING AND CONNECTIONS. MANUFACTURER'S STRUCTURALENGINEERS SHALL STAMP AND SIGN BOTH CALCULATIONS AND INSTALLTION DRAWINGS.CALCULATIONS AND DETAILS SHALL COMPLY WITH THE LOAD CRITERIA AND DETAILINGPROVISION OF THE 2001 CALIFORNIA BUILDING CODE WITH DSA/SSS AMENDMENTS.IMPORTANCE FACTOR 1= 1.15.

5. THE ELEVATOR MANUFACTURER SHALL SUBMIT FOR REVIEW BY THE ARCHITECT,PROJECT STRUCTURAL ENGINEER AND THE DIVISION OF THE STATE ARCHITECT,CALCULATIONS, INSTALLATIONS AND FABRICATION DRAWINGS AND MATERIALSPECIFICATIONS DEMONSTRATING COMPLIANCE WITH CRITERIA STATED ABOVE.

6. ALL BOLT HOLES SHALL NOT BE MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER.

CONT L5x5x3/8

3/4" EXP ANCHOR@ 18" OCW/ 6" EMBED

SE

E A

RC

H

T/SLAB

ELEVATOR DOOR

CONT L5x5x3/8

ELEV DOOR DECK AND FILL

WF BEAMBENT PLATEPER

1/4

AFLOOR SUPPORT- METAL DECK & FILL

BFLOOR SUPPORT- CONC SLAB

ABASE CONNECTION

3/163 SIDES

CONC WALL

BCONN AT CONC WALL

CCONN AT HSS BEAM

SEE ARCH

5/8" DIA EXPANCHOR

3" TYP L3x3x3/8x0'-3"

SEE ARCH

LADDER RAIL SEE ARCH

L3x2x3/8x0'-3" (LLH)

5/8" DIA EXP ANCHOR

3/163 SIDES

3/163 SIDES

T/EXT PAVINGEL=(0'-0")

GUIDE RAILPER

HOIST BMPER PLAN

T/DECK

CL SYM

T/PITEL=(-4'-0")

T/ 2nd FLOORSEE ARCH FOR EL

MA

X

8' -

0"

BARE METALROOF DECK

1/4 1 1/2BOTH ENDS

L3x3x3/8x1'-2" ORAS DESIGNED BY MFR

RAIL CLIPS PER MFR, SEE

GUIDE RAIL PER MFR, SEE

APLAN

GUIDE RAIL, SEE

L3-1/2x3x3/8x2'-0" (LLH)W/ 2-5/8" DIA BOLT PER PA-6ON SHEET S0.02

1' -

4" CL OF BRACE AT CONN

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:2

7 A

M




ELEVATOR DETAILS

S5.04

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

RETAINER CLIP5

NOT TO SCALE

GUIDE RAIL DETAIL1

NOT TO SCALE

GUIDE RAIL BASE PLATE DETAIL7

NOT TO SCALE

ELEVATOR FRAMING NOTES4

NOT TO SCALE

ELEVATOR DOOR SUPPORT9 NOT TO SCALE

ELEVATOR PIT LADDER SUPPORT DETAIL11 NOT TO SCALE

ELEVATOR GUIDE RAIL ELEVATION12

1 1/2" = 1'-0"3GUIDE RAIL BRACKET CONN TO CONC WALL

A

-

A

-

1

-

2

-

EA END

1' - 0" MIN

MAX

6" PER MFR.

PRECISION DIE-FORMEDPIPE CLAMPS AND BOLTSBY BACKSTOP MFR TYP

NOTE:SEE ARCH FOR BACKSTOP INFO NOTSHOWN OR NOTED

MAX

6"

ROOF BEAM OR TRUSSTOP CHORD PER PLAN

ROOF DECK

W12x14 PERPENDICULAR,AT ONE SIDE OF EA. BEAM,TYP

@ ROOF TRUSS TOP CHORD TYP

TRUSS TOP CHORDPER ELEV.

1/2" PL x 4" x 2'-0"CENTERED ONPIPE CLAMPSFOR BACKSTOP

ADETAIL

5/16

ROOF DECK

MAST BYBACKSTOP MFR

MAX

6"

ROOF BEAMOR TRUSSTOP CHORDPER PLAN

ROOF DECK

MAX

6"

FRONT BRACEBY BACKSTOPMFR

@ ROOF TRUSS TOP CHORD TYP

W12x14 PERPENDICULAR,AT ONE SIDE OF EA. BEAM,TYP

HORIZ TUBES BY BACKSTOPMFR, USE 3 1/2" OUTSIDE DIAx 11ga MIN

MAST BYBACKSTOP MFR

FRONT BRACE BYBACKSTOP MFR

EA END

1' - 0" MIN

ROOF DECK


PERPENDICULAR W12BEYOND, TYP

1A

-

@ TRUSS TOPCHORD, TYP

HORIZ TUBES BY BACKSTOPMFR, USE 3 1/2" OUTSIDE DIAx 11ga MIN

NOTE:SEE ARCH FOR BACKSTOP INFONOT SHOWN OR NOTED

EA END

1' - 0" MIN

ROOF DECK


PERPENDICULAR W12BEYOND, TYP

1A

-

@ TRUSS TOPCHORD, TYP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:2

9 A

M




GYMNASIUM DETAILS

S5.05

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

BASKETBALL BACKSTOP PARALLEL TO ROOF STRUCTURE1 NOT TO SCALE

BASKETBALL BACKSTOP PERPENDICULAR TO ROOF STRUCTURE2

NOT TO SCALE

BASKETBALL BACKSTOP PARALLEL TO ROOF STRUCTURE3

NOT TO SCALE

BASKETBALL BACKSTOP PERPENDICULAR TO ROOF STRUCTURE4

3

-

3

-

9

-

A

1. SEE GENERAL NOTES ON S0-001 FOR MATERIAL SPECIFICATIONS.

2. STRUCTURAL PROPERTIES OF STEEL DECK SYSTEM SHALL EQUAL OR EXCEED THE PROPERTIESLISTED IN DETAIL 3 ON THIS SHEET.

3. DECK SHALL HAVE A MINIMUM OF 2" BEARING AT ALL SUPPORTING MEMBERS (MEMBERSPERPENDICULAR TO DECK SPAN), AND 1 1/2" AT ALL PARALLEL MEMBERS.

4. DECK WELDING SHALL BE AS NOTED IN DETAIL 3 ON THIS SHEET.

5. PROVIDE BENT PLATE CLOSURE PIECES AT ALL INTERIOR AND EXTERIOR EDGES OF DECK UNLESSOTHERWISE NOTED. SEE DETAILS 5, 6 AND 7 ON THIS SHEET.

6. OPENINGS THROUGH DECKING SHOWN ON FRAMING PLANS ARE NOT COMPLETE AS TO NUMBER,SIZE AND LOCATION. FOR COMPLETE INFORMATION REFER TO DRAWINGS OTHER THANSTRUCTURAL.

7. USE STRENGTHENING AT OPENINGS AS SHOWN IN DETAILS 9, 10, 11 OR 12 (AS APPLICABLE) ONSHEET S5-301 UNLESS OTHERWISE NOTED. PROVIDE STRENGTHENING BEFORE CUTTING OPENING.

8. DETAILS SHOWN ARE FOR TYPICAL REINFORCING OF DECKS AT OPENINGS. FOR SPECIALCONDITIONS, SUBMIT LAYOUT OF OPENINGS AND PROPOSED REINFORCING OF DECK FOR REVIEW.

9. MULTIPLE OPENINGS WITH A CLEAR DISTANCE LESS THAN THREE TIMES THE SIZE OF THE LARGEROPENING TO BE TREATED AS A SINGLE GROUP OPENING.

10. IF OPENING IS CUT PRIOR TO FILL PLACEMENT, PROVIDE CLOSURE PIECES AND SHORING ASREQUIRED.

11. FOR SINGLE OPENING THROUGH DECK THAT CUT ONLY ONE WEB AND ARE 4" SQUARE OR 4"DIAMETER MAXIMUM, NO STRENGTHENING IS REQUIRED.

12. SEE MECHANICAL / PLUMBING DRAWINGS FOR DETAILS OF UTILITIES SUSPENDED FROM THECONCRETE AND STEEL DECK SYSTEM. POINT LOADS TO THE DECK FROM THESE DETAILS SHALL NOTEXCEED 100 LBS PER HANGER. IN ADDITION, LOADS ON HANGERS SHALL BE DISTRIBUTED IN SUCH AMANNER THAT THE TRIBUTARY LOADS FOR EACH HANGER SHALL NOT EXCEED [THE SUPERIMPOSEDDEAD LOADS] [5 LBS PER SQ FT].

13. DO NOT PLACE CONDUITS OR OTHER PIPES IN CONCRETE FILL OVER DECK.

14. HEADED STUDS WELDED THROUGH THE DECK, WITH A MINIMUM CLEARANCE OF 1" FROM THE EDGEOF THE DECK TO THE STUD CENTER LINE, MAY BE SUBSTITUTED ONE FOR ONE FOR A DECK WELD.

15. ALL WELDED HEADED STUDS SHALL BE 3/4" DIAMETER. STUDS SHALL EXTEND A MINIMUM OF 1 1/2"ABOVE THE TOP OF STEEL DECK WITH A MINIMUM CLEAR COVER OF 1/2" FROM THE TOP OF SLAB.

16. TYPICAL WELDED HEADED STUD SPACING IS SHOWN IN DETAIL 9 ON THIS SHEET. WHERE ONENUMBER OF STUDS DESIGNATION IS GIVEN, SPACE SHEAR STUDS EQUALLY ALONG BEAM AS SHOWN.WHERE MULTIPLE NUMBER OF STUDS DESIGNATIONS ARE GIVEN, ONE DESIGNATION IS PROVIDEDFOR EACH BAY. SPACE WELDED HEADED STUDS EQUALLY THROUGH BAY.

17. ALL BEAMS AND GIRDERS WHICH ARE COVERED BY STEEL DECK AND CONCRETE FILL, SHALL HAVEWELDED HEADED STUDS SPACED AT 12" MAXIMUM ON CENTER.

18. SEE DETAILS 6 ON SHEET S5-301 FOR TYPICAL DECK SUPPORT AT COLUMNS. SEE DETAIL 12 ONSHEET S5-402 FOR DECK SUPPORT AT MOMENT FRAME COLUMNS.

19. SEE DETAIL 8 ON THIS SHEET FOR TYPICAL CONSTRUCTION JOINT IN CONCRETE.

20. THE FIRST SHEET OF STEEL DECKING ADJACENT & PARALLEL TO PERIMETER WF BEAMS & WF BEAMSWITH MOMENT CONNECTIONS AT EACH END, SHALL BE A FULL WIDTH SHEET.

21. WHERE DECK SLOPES EXCEEDS 1:12 SEE DETAIL 5/S5-313.

22. STEEL COMPOSITE DECKS UNDER RAISED ACCESS FLOORING OR PAVERS MAY BEPOURED-TO-THICKNESS. ALL OTHER STEEL COMPOSITE DECKS ARE TO BE POURED LEVEL,MINIMUM THICKNESS ABOVE FLUTES PER DETAIL 3 ON THIS SHEET. SEE ARCHITECTURAL DRAWINGSFOR LOCATIONS OF RAISED ACCESS FLOORING AND PAVERS.

CL BM

TYPICAL REINF PER

SEE PLAN

CL BM

SEE PLAN

ADECK PARALLEL

TO BEAM

BDECK PERPENDICULAR

TO BEAM

LIGHT GACLOSURE

18 GA EDGEFORM

2'-0" MAX

OVERHANG

2" MINBEARING

MAXOVERHANG

EDGEFORM GAGE

163"

145"

128"

1011"

1/4"18"

SEE DETAIL 6 FORELEVATOR SHAFTS

EDGE FORMPER SCHED

OVERHANG

MAXOVERHANG

BENT PLTHICKNESS

10"

24" WELDED DEFORMEDBARS, MATCH SIZE &SPACING OF SLAB REINF

ADD #4 EDGE BAR

BENT PLPER SCHED

TYP REINF PER

DECK ORIENTATIONPER PLAN

BEARING2" MIN

18"1/4"3/8"

3/16 3-12

NOTE:1. SEE STEEL DECK NOTES AND DECK SCHEDULE FOR COMPLETE INFORMATION.

WHERE SUBSTITUTINGSTUDS FOR WELDS,ALTERNATE STUDSACROSS SIDES OFDECK BUTT SPLICE

DECK WELDPER SCHED

PARALLEL MEMBERWELD PER SCHED

AT DECK W/ CONCFILL, CUT OUT RIB &SPLIT DECK; PROVIDESTUDS PER

STUDS WHEREOCCURS

16 GA CONTWELD PL

1 1/2" MIN

1 1/2" MIN

DECK WELD PERSCHED

2" MIN 2" MIN

2" MIN

LIGHTGAGECLOSURE

ALAP JOINT

BBUTT JOINT

CDECK DIRECTION CHANGE

DDECK OFFSET

3/4 12

NOTE:SLAB REINF CONT THRU JOINT, UON.

KEYS 2'-0" LONG xDEPTH OF CONC OVERDECK AT 4'-0" OC

LOCATE JOINTAT LOW FLUTE

DECK BLW

3/4"

MAX1"

OVERHANG SCHEDULE

OVERHANG

24" MAX

36" MAX

ANGLE

L5x3x1/4 @ 4'-0" OC

L6x4x5/16 @ 4'-0" OC

ADDITIONAL #3 BARS

12" OC

6" OC

MIN 2"

2' - 0" MINSEE PLAN

CL BEAM

BEARING2" MIN

OVERHANG

1 1/

2" M

AX

1/2" MIN3/4" MAX

COPE ANGLESTIFF PL3/8

ADDITIONAL #3 BARS PER SCHED (ATCONTRACTORS OPTION, WELDED #3BARS MAY BE REPLACED W/EQUIVALENT DEFORMED BARANCHORS)TYP SLAB REINF NOT SHOWN FOR CLARITY

BENT PL1/4

ANGLE ATOVERHANG > 18"SEE

8"

AOVERHANG SCHEDULE

3/16

3/163 SIDES

1/8 2-12

1/4

1/8 2-12

4" M

IN12

" M

AX

3"1

1/4"

MIN

1 1/

4"M

IN

2 5/8"

BOT "DIMPLE"IN DECK RIB

BEAM PARALLEL TO DECK

WITH ONE ROW


WITH THREE ROWS


WITH FLANGE < 6"

BEAMS PERPENDICULAR TO DECK


WITH TWO ROWS

MAXPOSSIBLE

NOTE: USE WHERE MULTIPLE LINE SPACING ISREQUIRED AT A FLANGE WIDTH LESS THAN 6"

4 1/

2" M

INM

AX

SP

AC

ING

PE

R S

TE

EL

DE

CK

NO

TE

S

NOTES:

1. SEE STEEL DECK NOTES ON THIS SHEET FOR HEADED STUD SIZE AND MAXIMUM SPACING.NUMBER OF STUDS IS INDICATED ON FRAMING PLAN.

2. HEADED STUDS IN ONE ROW SHALL BE PLACED DIRECTLY OVER THE BEAM WEB.

3. PLACE STUDS IN A SINGLE ROW WHERE SPACING REQUIREMENTS PERMIT. STUDS SHALL BEPLACED IN TWO ROWS OR THREE ROWS ONLY WHERE REQUIRED IN ORDER TO PLACE THETOTAL NUMBER OF STUDS.

4. MAXIMUM NUMBER OF STUDS PERMITTED PER INDIVIDUAL METAL DECK RIB IS 3.

5. STUD PLACEMENT PROCEDURE FOR DECK PERPENDICULAR ANS SKEWED TO SUPPORT:PLACE A STUD IN ALTERNATING FLUTES FOR ENTIRE LENGTH OF BEAM. PLACE REMAININGSTUDS IN FLUTES WITHOUT STUDS, STARTING AT THE ENDS OF THE BEAM AND CONTINUING TOBEAM CENTER. DISTRIBUTE HEADED STUDS EQUALLY FROM EACH END. IF STUDS REMAIN,

PLACE A SECOND STUD IN EACH FLUTE, EQUALLY SPACED FROM EACH END TOWARD CENTEROF BEAM. IF STUDS REMAIN, PLACE A THIRD STUD IN EACH FLUTE, EQUALLY SPACED FROM EACHEND TOWARD CENTER OF BEAM.

6. SUBMIT SHOP DRAWINGS SHOWING PLACEMENT OF HEADED STUDS PER SPECIFICATION.

5 1/ 4"

DECK RIB

2 1/

2"

6"

2 1/

2"

6"

MIN1 1/4"

3" MIN

1 1/4" MIN

1 1/4" 3" 3"

MIN1 1/4"

1 1/4" 1 1/4"

6 7/ 8"

THREE STUDS PER RIB TWO STUDS PER RIB ONE STUD PER RIB

2 1/ 2" 1"

LOCATE STUD ADJACENT TODIMPLE (CONSIDER FERRULE)

6"

6"

9 1/ 8"4 1/2"MIN

8 3/

4"

4 1/2" MINMAX SPACING

PER STEELDECK NOTES

DE

CK

SP

AN

DIMPLEBM ANDCOL CL

BM CL

NOTES:1. DECK DESIGNATIONS ARE FOR VERCO MANUFACTURING CO. IAPMO ER-0217

2. FOR ADDITIONAL NOTES, SEE 1/-. FOR TYPICAL DECK WELDING DETAILS, SEE 4/-.

3. VSC 2= VERCO SIDE CONNECTION 2; PW= PUDDLE WELD (1/2" EFF D.A.).

4. WHERE PUDDLE WELDS WILL BE REPLACED WITH SHEAR STUDS, CONTRACTOR MAYMAKE TEMPORARY ATTACHMENT OF DECK TO STEEL USING OTHER METHODS THATMEET GOVERNING SAFETY REGULATIONS, DO NOT USE SHOT PINS OR SCREWS INTO"PROTECTED ZONE".

TYP SLAB REINF EA WAY

STL DECK (VENTEDWHERE CONC OCCURS)

DE

CK

tC

ON

Ct

DECKTYPE

D1

DECKt

STEEL DECK ONLY

l +S -S

ATTACHMENT

REINFUON CONC

t ATSUPPORT

ATPARALLELMEMBERS

SIDELAPS

3"#3 @

12" OC2 1/2"

DECK SECTION

D2 3"#3 @

12" OC3 1/4"

VERCO W3 FORMLOCK

-- --

D3 1 1/2" VERCO PLB-CD AC

VERCO W3 FORMLOCK

18 GAGE

18 GAGE

16/16 GAGE

1.213

IN /FT4

0.752

IN /FT3

0.768

IN /FT3

1.213

IN /FT4

0.752

IN /FT3

0.768

IN /FT3

0.687

IN /FT4

0.581

IN /FT3

0.629

IN /FT3

4 PW PER36" SHEET

4 PW PER36" SHEET

7 PW PER36" SHEET

PW12" OC

PW12" OC

PW12" OC

VSC2@24" OC

VSC2@24" OC

VSC2@12" OC

EQ SPACED

X STUDS

2' - 1 1/ 4" 2' - 1 1/ 4"

12"MAX

SPAN

OR FACE OF COL TO THE FIRST STUD

FROM CL OF SUPPORTING GIRDER

W STUDS EQ SPACED ALONG BM

(W)

EQ SPACED

Y STUDS

12"MAX

EQ SPACED

Z STUDS

ALTERNATE DETAIL ALTERNATE DETAIL

STEEL DECKSEE PLAN FOR ORIENTATION

L3X2X3/8MINIMUM LLH

FLANGE SPLICE PLATE

BOLTS AS REQUIREDFOR MOMENT CONNECTION

PL1/4

2" MINIMUM TYPICAL AT DECK PERPENDICULAR1" MINIMUM TYPICAL AT DECK PARALLEL

.PL1/4WELDED TOMOMENT PLATE

7"

2"

1/4 3-12 1/4 3-12

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:3

3 A

M




TYPICAL STEEL DECKDETAILS

S5.10

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

STEEL DECK NOTES1

NOT TO SCALE

EDGE OF SLAB - INTERIOR5 NOT TO SCALE

EDGE OF SLAB -

EXTERIOR AND ELEVATOR SHAFTS6

NOT TO SCALE

TYPICAL DECK JOINT OVER SUPPORT4

NOT TO SCALE

CONSTRUCTION JOINT AT STEEL DECK8NOT TO SCALE

EDGE OF SLAB - LARGE OVERHANG7

NOT TO SCALE

TYPICAL HEADED STUD SPACING DETAIL9

NOT TO SCALE

STEEL DECK SCHEDULE3

3/4" = 1'-0"12TYPICAL DECK SUPPORT AT MOMENT CONNECTION

A

C C

OVERHANG

MAXOVERHANG

BENT PLTHICKNESS

10"

BENT PLPER SCHED

DECK ORIENTATIONPER PLAN

BEARING2" MIN

18"1/4"3/8"

3/16 3-12

CL BM

SEE PLAN

CL BM

SEE PLAN

ADECK PARALLEL

TO BEAM

BDECK PERPENDICULAR

TO BEAM

LIGHT GACLOSURE

2'-0" MAX

OVERHANG

2" MINBEARING

MAXOVERHANG

EDGEFORM GAGE

163"

145"

128"

1011"

1/4"18"

SEE DETAIL 6 FORELEVATOR SHAFTS

EDGE FORMPER SCHED

MAX1"

OVERHANG SCHEDULE

OVERHANG

24" MAX

36" MAX

ANGLE

L5X3X1/4 @ 4'-0" OC

L6X4X5/16 @ 4'-0" OC

MIN 2"

SEE PLAN

CL BM

BEARING2" MIN

OVERHANG

1 1/

2" M

AX

1/2" MIN3/4" MAX

COPE ANGLE3/8 STIFF PL

BENT PL 1/4"

ANGLE ATOVERHANG > 18"SEE

BENT PL "t"

AOVERHANG SCHEDULE

BDECK PARALLEL TO BEAM

1/8 2-12

3/16

3/163 SIDES

1/8 2-12

1. SEE GENERAL NOTES ON S0.01 FOR MATERIAL SPECIFICATIONS.

2. STRUCTURAL PROPERTIES OF STEEL DECK SYSTEM SHALL EQUAL OR EXCEED THE PROPERTIESLISTED IN DETAIL 3 ON THIS SHEET.

3. DECK SHALL HAVE A MINIMUM OF 2" BEARING AT ALL SUPPORTING MEMBERS (MEMBERSPERPENDICULAR TO DECK SPAN), AND 1 1/2" AT ALL PARALLEL MEMBERS.

4. DECK WELDING SHALL BE AS NOTED IN DETAIL 3 ON THIS SHEET.

5. PROVIDE BENT PLATE CLOSURE PIECES AT ALL INTERIOR AND EXTERIOR EDGES OF DECK UNLESSOTHERWISE NOTED. SEE DETAILS 5, 6 AND 7 ON THIS SHEET.

6. OPENINGS THROUGH DECKING SHOWN ON FRAMING PLANS ARE NOT COMPLETE AS TO NUMBER,SIZE AND LOCATION. FOR COMPLETE INFORMATION REFER TO DRAWINGS OTHER THAN STRUCTURAL.

7. USE STRENGTHENING AT OPENINGS AS SHOWN IN DETAILS 9, 10, 11 OR 12 (AS APPLICABLE) ONTHIS SHEET UNLESS OTHERWISE NOTED. PROVIDE STRENGTHENING BEFORE CUTTING OPENING.

8. DETAILS SHOWN ARE FOR TYPICAL REINFORCING OF DECKS AT OPENINGS. FOR SPECIALCONDITIONS, SUBMIT LAYOUT OF OPENINGS AND PROPOSED REINFORCING OF DECK FOR REVIEW.

9. MULTIPLE OPENINGS WITH A CLEAR DISTANCE LESS THAN THREE TIMES THE SIZE OF THE LARGEROPENING TO BE TREATED AS A SINGLE GROUP OPENING.

10. IF OPENING IS CUT PRIOR TO FILL PLACEMENT, PROVIDE CLOSURE PIECES AND SHORING AS REQUIRED.

11. FOR SINGLE OPENING THROUGH DECK THAT CUT ONLY ONE WEB AND ARE 4" SQUARE OR 4"DIAMETER MAXIMUM, NO STRENGTHENING IS REQUIRED.

12. SEE MECHANICAL / PLUMBING DRAWINGS FOR DETAILS OF UTILITIES SUSPENDED FROM THECONCRETE AND STEEL DECK SYSTEM. POINT LOADS TO THE DECK FROM THESE DETAILS SHALL NOTEXCEED 100 LBS PER HANGER. IN ADDITION, LOADS ON HANGERS SHALL BE DISTRIBUTED IN SUCH AMANNER THAT THE TRIBUTARY LOADS FOR EACH HANGER SHALL NOT EXCEED [THE SUPERIMPOSEDDEAD LOADS] [5 LBS PER SQ FT].

13. SEE DETAILS 8 THIS SHEET FOR TYPICAL DECK SUPPORT AT COLUMNS.

14. THE FIRST SHEET OF STEEL DECKING ADJACENT & PARALLEL TO PERIMETER WF BEAMS & WFBEAMS WITH MOMENT CONNECTIONS AT EACH END, SHALL BE A FULL WIDTH SHEET.

FOR LARGER OPNG'S

6'-0" MAX, SEE PLANS

FO

R L

AR

GE

R O

PN

G' S

8'-0

" M

AX

, SE

E P

LAN

S

1" CLR TYP

STL BM, TYP WHERE DECK IS CONT OVERSUPPORT AND DISTANCE "x" IS LESSTHAN 12", OMIT THIS CHANNEL

C8X11.5 BELOW AROUNDOPNG UON ON PLANSWELD DECK TOCHANNELS PER DECKWELDING SCHED

"x"

LEN

GH

T

EDGE OFSUPPORT

2'-0" MAX

3'-0

" M

AX

2" C

LR2"

CLR

L3X2X1/4 LLH TYP

MIN

3 LOW FLUTES

MIN

3 LOW FLUTES

1/8 2TYP EALOW FLUTE

NOTES:1. PLATE MAY BE LOCATED ABOVE DECK AT CONTRACTOR'S OPTION.

MIN6"

MIN6"

MIN6"

MIN6"

3/4"

3/4"

9" SQ MAX 9" DIA MAX

12 GA STL PL

STL DECKING

6" MIN, TERMINATE PLON FLUTE TO WELD

* 6"

HOLE

1/16 2EA FLUTE

ASQ OR RECTANGULAR HOLES

BROUND HOLES

C

NOTES:1. PUDDLE WELDS ARE 1/2" EFFECTIVE DIAMETER.

2. DECK DESIGNATIONS ARE VERCO MANUFACTURING CO. ICC ESR-1735P.

3. FOR TYPICAL DECK WELDING DETAILS SEE DETAIL 4 ON THIS SHEET.

DECKTYPE

DECKSECTION& GAUGE

DECKt

STEEL DECK ONLY

l(in )4 +S(in )3 -S(in )3

WELD ATTACHMENTATPUDDLE

WELDS ATSUPPORTMEMBERS

PUDDLEWELDS ATPARALLELMEMBERS

SIDELAPS

DE

CK

t

D1

D2VERCO

PLB18 GAGE

VERCOPLN

18 GAGE

1 1/2"

3"

0.302

1.223

0.322

0.731

0.335

0.776

5 WELDSPER 36"SHEET

4 WELDSPER 24"SHEET

12" OC

12" OC

VSC@ 8" OC

VSC@ 6" OC

3" MAX

L3X3X12 GA TYP (REQDONLY WHERE VERT LEGOF DECK FALLS WITHINUNSUPPORT REGION)

COPE HORIZLEG AS SHOWN

1/2" MAX

COLBM PER PLAN

PLAN

REGION TYPUNSUPPORTED

DECK SPANDIRECTION

1/8TYP

NOTE:1. SEE STEEL DECK NOTES AND DECK SCHEDULE FOR COMPLETE INFORMATION.

DECK WELDPER SCHED

PARALLEL MEMBERWELD PER SCHED

16 GA CONTWELD PL

1-1/2" MIN

1 1/2" MIN

DECK WELDPER SCHED

2" MIN 2" MIN

2" MIN

LIGHTGAGECLOSURE

ALAP JOINT

BBUTT JOINT

CDECK DIRECTION CHANGE

DDECK OFFSET

3/4 12

8" MAX

L3x3x1/4 TYP


1/2" MAX

COLBM PER PLAN

VERTICAL PIPES,SEE PLUMBINGDWGS

PLAN

3/16TYP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:3

6 A

M




TYPICAL STEEL DECKDETAILS (BARE DECK)

S5.11

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

EDGE OF DECK -

EXTERIOR AND ELEVATOR SHAFTS6NOT TO SCALE

EDGE OF DECK - INTERIOR5 NOT TO SCALE

EDGE OF DECK - LARGE OVERHANG7

NOT TO SCALE

STEEL DECK NOTES1

NOT TO SCALE

LARGE OPENING IN STEEL DECK11NOT TO SCALE

MEDIUM OPENING IN STEEL DECK10NOT TO SCALE

SMALL OPENING IN STEEL DECK9

NOT TO SCALE

STEEL DECK SCHEDULE3

NOT TO SCALE

TYPICAL DECK SUPPORT AT COLUMN8

NOT TO SCALE

TYPICAL DECK JOINT OVER SUPPORT4

NOT TO SCALE

OPENINGS ADJACENT TO COLUMN12

C C

5

S5.10

5

S5.10

5

S5.10

7

-

1 - #4 TYP

1-#4x4'-0"TYP

SEE TYP COMPOSITE STLDECK AT SLAB EDGE

NOTES:

1. SLAB REINFORCEMENT SHOWN TO BE PLACED IMMEDIATELYBELOW THE TYPICAL SLAB TOP BAR REINFORCEMENT

2. SEE TYPICAL DECK SUPPORT AT COLUMN DETAIL

CLCOL

CLCOL

EQ

EQ

TYP2" C

LR

2'-0"

4'-0"

135.00°

TYP2" MAX

4'-0"

2'-0"1-#4 TYP

CLCOL

CLCOL

TYP

2" CLR

NOTES:

1. SLAB REINFORCEMENT SHOWN TO BE PLACED IMMEDIATELY BELOW THE TYPICAL SLAB TOP BAR REINFORCEMENT



3'-0

"

3'-0"

1-#4

1 -# 4 x 4'-0"

EDGEOF SLAB

NOTES:

1. SLAB REINFORCEMENT SHOWN TO BE PLACED IMMEDIATELYBELOW THE TYPICAL SLAB TOP BAR REINFORCEMENT


CLCOL

CLCOL


CLR

2"

1-#4x4'-0" TOPBAR TYP ATEACH STL COL

CLCOL

CLCOL

NOTES:



TYP2" C

LR

2'-0

"

1 -# 4 2'-0"

CLCOL

CLCOL

CLR

2"

NOTES:




135.00°

FOR LARGER OPNGS

6'-0" MAX, SEE PLANS

FO

R L

AR

GE

R O

PN

GS

8'-0

" M

AX

, SE

E P

LAN

S

#4 DIAG BARS TYP (4CORNERS) OMIT BARS@ BARE DECK

TYP

1'-6" MIN

1" CLR TYP

STL BM, TYP WHERE DECK IS CONTINUOUS OVERSUPPORT AND DISTANCE "x" IS LESSTHAN 12", OMIT THIS CHANNEL

C8X11.5 BELOW AROUNDOPENING UON ON PLANSWELD DECK TOCHANNELS PER DECKWELDING SCHED

#4 TRIM BARS, TYP(4 SIDES) OMIT BARS@ BARE DECK

"x"

LEN

GH

T

EDGE OFSUPPORT

2'-0" MAX

3'-0

" M

AX

2" C

LR2"

CLR

L3X2X1/4 LLH TYP

TYP

1'-6" MIN

MIN

3 LOW FLUTES

MIN

3 LOW FLUTES

DIAGONAL BARS, MATCHSIZE OF SLAB REINF, OMITBARS AT BARE DECK

1/8 2TYP EALOW FLUTE

NOTES:1. 12 GA PLATE MAY BE OMITTED IF HOLE IS CUT AFTER CONCRETE FILL HAS REACHED ITS DESIGN STRENGTH.

2. PLATE MAY BE LOCATED ABOVE DECK WHERE NO CONCRETE FILL OCCUR.

MIN6"

MIN6"

MIN6"

MIN6"

3/4"

3/4"

9" SQ MAX 9" DIA MAX

12 GA STL PL

STL DECKING

6" MIN, TERMINATE PLON FLUTE TO WELD

* 6"

HOLE

1/16 2EA FLUTE

ASQ OR RECTANGULAR HOLES

BROUND HOLES

C

8" MAX

L3X3X1/4 TYP


1/2" MAX

COLBM PER PLAN

VERTICAL PIPESSEE PLUMBINGDWGS

PLAN

3/16TYP

EXT EDGE

3/8" BENT PLOR ANGLE

BENT PLPER SCHED

COL

BMPER PLAN

EXT EDGE


BENT PLPER SCHED

COL

BMPER PLAN

BPLAN-AT COLUMN WEB

APLAN-AT COLUMN FLANGE

3/16 3BOTHSIDES

3/16 3BOTHSIDES


BENT PLPER SCHED

PLAN

NOTE:FOR INFO NOT SHOWNOR NOTED SEE

CONTRACTOR TO PROVIDELIGHT GAGE SHEET METAL TOFILL COL CAVITY AS REQD

3/16BOTH

SIDES TYP

3" MAX

L3X3X12 GA TYP (REQDONLY WHERE VERT LEGOF DECK FALLS WITHINUNSUPPORT REGION)


1/2" MAX

COLBM PER PLAN

PLAN

REGION TYPUNSUPPORTED

DECK SPANDIRECTION

1/8TYP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:3

9 A

M





S5.12

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

SLAB REINFORCEMENT AT EDGE COLUMN

SLAB EDGE EXTENDS 2" OR MORE

BEYOND FACE OF COLUMN1 NOT TO SCALE

SLAB REINFORCEMENT AT EDGE COLUMN

SLAB EDGE EXTENDS LESS THAN 2"

BEYOND FACE OF COLUMN2 NOT TO SCALE

SLAB REINFORCEMENT AT CORNER COLUMN

SLAB EDGE EXTENDS 2" OR MORE

BEYOND FACE OF COLUMN3

NOT TO SCALE

SLAB REINFORCEMENT AT INTERIOR COLUMN5

NOT TO SCALE

SLAB REINFORCEMENT AT CORNER COLUMN

SLAB EDGE EXTENDS LESS THAN 2"

BEYOND FACE OF COLUMN4

NOT TO SCALE

LARGE OPENING IN STEEL DECK11NOT TO SCALE

MEDIUM OPENING IN STEEL DECK10NOT TO SCALE

SMALL OPENING IN STEEL DECK9 NOT TO SCALE

OPENINGS ADJACENT TO COLUMN12

NOT TO SCALE

EDGE OF DECK AT EXTERIOR COLUMN7 NOT TO SCALE

EDGE OF DECK AT

EXTERIOR CORNER COLUMN8NOT TO SCALE

DECK SUPPORT AT COLUMN6

A

B

A

6"

MA

X

8"

#3 @ 12" OC

#4 CONT

TYP SLAB REINF

6"

#4 CONT

TYP SLAB REINF

.

.

ACURB SECTION

BCURB SECTION

H >

8"

6" MIN

C M

INP

LAN

SE

E

SEE ARCH

VERT BARS

TYP1" MIN TYP

1" MIN

TYP SLAB REINF

PL CENTER ON VERT BARSALONG LENGTH OF WALL

#8 SMS EA SIDE

HORIZ BARS

STL DECK PER PLANOR

NOTES:1. AT DECK PERPENDICULAR TO WALL, CHANGE

SPACING OF VERTICAL BARS TO 12" OC ANDLAY PLATE FLAT ON TO DECK TOP FLUTE.

2. WHERE HIGH CURBS COINCIDE WITH BEAM,OMIT PLATE AND WELD REBAR DIRECTLY TOBEAMS.

3. AT CURB NEAR EDGE OF DECK, SEE .

CURB SCHEDULEHmax Wmin VERTICAL

BARHORIZONTAL

BARC

MINt

PLATE

1'-0" 6"

D2L 1/2" DIA@ 14" OCSINGLE ROW

SINGLE ROW#4 @ 16" OC 3 1/4" 3/16"x6"x

2'-0" 8"

D2L 5/8" DIA@ 10" OCEA FACE

3 1/4" 3/16"x6"x

EA FACE#4 @ 16" OC

3'-0" 12"

D2L 3/4" DIA@ 8" OCEA FACE

3 1/4" 1/4"x6"x

EA FACE#4 @ 16" OC

CL BM

BENT PL ,SEE DETAILS

STL BM

CONC CURB

NOTE:FOR INFO NOT SHOWN,SEE

BAT EDGE

ATALL CURB

S=BARDIAx0.65MIN TYP

CJP TYP

#4 @ 6" CONT

L4X4X3/8 #4 @ 12"MIN

CLBM

UON

3"

SE

E P

LA

N

S

2' - 6"

2' - 6"

PLAN

SEE

2" M

IN

.

#4 @ 6" CONT

L4X4X3/8SEE DET ABVFOR ALTERNATEANGLE LOCATIONS

#4 @ 12"

CLBM

UON

3"

SE

E P

LA

N

S

2' - 6"

2' - 6"

PLAN

SEE

2" M

IN

.

#4@12" MIN

HOOK ENDS90 DEGREES

CONC FILL(WHERE SLAB STEP IS FAR FROMBM EDGE) SEE PLAN OR DETFOR REINF

NOTE:

1. AT SHALLOW STEP PROVIDEREINFORCEMENT IN ACCORDANCEWITH DETAIL 2.

POSSIBLE ALTERNATE ANGLELOCATIONS / CONDITIONS

#4 @ 12"MIN

0"

0"

CONC FILL(WHERE SLAB STEP IS FAR FROMBM EDGE) SEE PLAN OR DETFOR REINF

SEE PLANT/SLAB

SEE PLANT/SLAB

T/SLABSEE PLAN

T/SLABSEE PLAN

1/4 3-12

1/4 3-12

PL3/8 STIFFENEREA SIDE @ 4'-0" OC

TRIMMED WT5x15 TYP.

WF BM

ASECTION

1' - 0"

2"

SEE ARCH

PLA

NS

"D"

SE

E

MIN LAP

#3 @ 18" OC

1'-6"

ADD 2-#3

SE

E A

RC

H

1/43 SIDES

1/4 3-12

MIN4"

DECK DIRECTIONPER PLAN

TYP SLAB REINF

L2 MIN x3x3/8

PL1/4 @ 4'-0"OC MAX

SEE ARCH6" MIN

SPLICE

CLASS "B"

CL

3/162 SIDES

3/16 3-12

#4 CONT

#4@12" MIN

CLBM

3" UON

S

2' - 6"

SEE PLAN

2' - 6"

#4CONT

ANGLE OR BENT PLSIZED TO FIT DEPRESSION(3/8" MIN THK) FOR S ≤ 4"FOR LARGER STEPS, PROVIDEBOLSTER WT LOCATED ALONG BM CLSIM TO BOLSTER SHOWN IN TYPCHANGE IN EL ALONG BM SPAN

#4@12" MIN

3" UON

S

2' - 6"

SEE PLAN

BAR SIZE AND SPACING PER TYPCOMPOSITE STL DECK AT CHANGE INDECK DIRECTION

HOOK END 90 DEGREES

3" MIN

3" MIN

CLBM CONC FILL

(WHERE SLAB STEP IS FAR FROM BM EDGE) SEEPLAN OR DET FOR REINF

CONC FILL(WHERE SLAB STEP IS FAR FROM BM EDGE) SEEPLAN OR DET FOR REINF

ANGLE OR BENT PLSIZED TO FIT DEPRESSION(3/8" MIN THK)

EXTEND BARSWHERE POSSIBLE

SEE PLANT/SLAB

T/SLABSEE PLAN

SEE PLANT/SLAB

T/SLABSEE PLAN

1/4 3-12

1/4 3-12

SECTION

ELEVATION

BM

ANGLE SIZE TO FITDEPTH OF DEPRESSION(3/8"MIN THK)

DECK SUPPORTANGLES PER SECTION

DECK CLOSURE BYSTL DECK CONTRACTOR

INCREASE SHEAR STUD LENGTHTO PROJECT 1 1/2" MIN ABV TOPOF STL DECK

1-#4

PER PLAN

NONCOMPOSITE BMUNLESS STEP WITHIN END1/5 OF BM SPAN

SEE PLAN FOR LOCATION3" UON

1 7/

8"

SECTION

ELEVATION

BOLSTER WT

BOLSTER WTPER PLAN OR SECTION

DECK CLOSURE BYSTL DECK CONTRACTOR

1-#4

PER PLAN

SEE PLAN FOR LOCATION3" UON

5 1/

8"

NONCOMPOSITE BMUNLESS STEP WITHIN END1/5 OF BM SPAN

SEE TYPICAL SLAB CHANGEIN EL DET FOR ADDL REINFINFO

SEE TYPICAL SLAB CHANGEIN EL DET FOR ADDL REINF INFO

3" MIN TYP

SEE PLANT/SLAB

T/SLABSEE PLAN

T/SLABSEE PLAN

SEE PLANT/SLAB

T/SLABSEE PLAN

T/SLABSEE PLAN

1/4 3-12TYP

1/4 3-12MIN

TYP

THICKNESS REINFORCEMENT

≤ 4"

≤ 6"

≤ 12"

≤ 3" WWR 6x6 - W2.9xW2.9

#3 @ 10" TOP EACH WAY

#4 @ 12" TOP & BOTTOM EACH WAY

DETAIL AT RAMP

CONC FILLSEE ARCH DRAWINGS

SEE SCHED FOR REINF UONCONT #4 NOSING BAR NOT SHOWN

COMPOSITE STL DECK SLABSEE FRAMING PLANS

FOR REINF SEESCHED

INTENTIONALLY ROUGHEN SURFACE ANDBOND TO SLAB PER SPECIFICATIONS FORCONSTRUCTION JOINTS

FOR SIZE AND LOCATIONSEE MEP DWGS

#4 NOSING CONT ALL AROUND

5"

TYP

1'-6"

INTENTIONALLY ROUGHEN SURFACE ANDBOND TO SLAB PER SPECIFICATIONS

DRILL AND EPOXY #4 @ 12" OCWITH 3" MIN EMBED EACH SIDEOF RAMP

COMPOSITE STL DECK SLABSEE FRAMING PLANS

SAW-CUT EDGE

2" M

IN

DRILL AND EPOXY #3 @ 12" OCWITH 2 1/2" MIN EMBED EACHSIDE OF RAMP

WWR 6x6 - W4.0xW4.0

NOTE:

THIS DETAIL IS NOT APPLICABLE TO GENERAL RAISED SLAB AREA HIGHER THAN 4"OTHER THAN MECHANICAL PADS AND HOUSEKEEPING PADS.

SEE PLANT/RAMP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:4

3 A

M





S5.13

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

CURB AT STEEL DECK7

NOT TO SCALE

HIGH CURBS ON CONC FILL OVER METAL DECK9

NOT TO SCALE

TYPICAL CHANGE IN SLAB ELEVATION (BEAM AT HIGH SLAB)1

NOT TO SCALE

DEPRESSED SLAB AT DROPPED BEAM12NOT TO SCALE

DEPRESSED SLAB11

NOT TO SCALE

TYPICAL CHANGE IN SLAB ELEVATION (BEAM AT LOW SLAB)2 NOT TO SCALE

TYPICAL CHANGE IN SLAB ELEVATION ALONG BEAM SPAN3

NOT TO SCALE

TYPICAL DETAIL OF CONCRETE FILLHOUSEKEEPING PAD/MECHANICAL PAD

10

GYM ROOF36' - 1 1/2"

346 57 5.2

L3X3

X1/4

L3X3X1/4L4X4

X1/4

L3X3X1/4L4X4

X3/8

L4X4X1/4L5X5X

3/8

L4X4X3/8L5X5X3/8L5X5X3/8

WT6X39.5

L3X3X1/4

L3X3

X1/4

L3X3

X1/4

L4X4X1/4

L4X4X3/8 L4X4X

1/4

L5X5X3/8 L4X4X

3/8

L5X5X3/8

WT12X52

L5X5X3/8

(O/O

)

7' -

9"

L3X

3X1/

4

.

RA

DI U

S=

315'

- 0"

2

S5.20

2.94.16.2

EQ EQ

EQ EQ

WT12X52

WT6X39.5

S5.20

3

S5.20

4

TYP

TYPS5.20

6

S5.20

8

S5.20

7

S5.20

9

10

S5.20 10

S5.2010

S5.20SIM

10

S5.20

10

S5.20

WT PER ELEVATION

ROOF DECK,PER PLAN

WF BEAM,PER PLAN(TYP)

STEEL ANGLE,PER ELEVATION

STEEL ANGLE,PER ELEVATION

WT PER ELEVATION

-

TYP

AISC TYP

Yp PER

MA

X1

1/4"

ANGLE PER ELEVFAR SIDE OF WT

ANGLE PER ELEVNEAR SIDE OF WT

ROOF DECKPER PLAN

WT PER ELEV

A QTYP

B PTYP

A PTYP

AISCYp PER

WF BMPER PLAN

WP

VERT ANGLE,WHERE OCCURS

NOTE: SEE FOR WELDING SCHED5

-

CONNPER 5

S5.01

SIM

1/8

P.P.VERTLTO WT

ROOF30' - 9"

MA

X

1 3/

4"

ANGLE PER ELEVNEAR SIDE OF WT

ANGLE PER ELEVFAR SIDE OF WT

AISC TYPYp PER

CURVED WTPER ELEV

A PTYP

B PTYP

NOTE: SEE FOR WELDING SCHED5

-

WP B QTYP

10

S5.20

WHEREOCCURSPER ELEV.

BRACING ROD CONN.PL., WHERE OCCURSPER ELEV.

MEMBER SIZE WELD SIZE"A"

LENGTH"P"

L3X3 3/16" 3/16" 4 1/2" MIN 3" MIN

WELD SIZE"B"

LENGTH"Q"

L4X4 3/16" 1/4" 4 1/2" MIN 4" MIN

L5X5 7/16" 1/2" 5" MIN 5" MIN

MA

X1

3/4"

ANGLE PER ELEV

Yp PER AISC

MIDSPAN OFTRUSS

CURVED WTPER ELEV 3/16

3/16 4

BRACING RODCONN. PL.

COPE LEG OF ANGLE ASREQ FOR BRACING ROD

10

S5.20SIM

1 1/

4" T

YP

2 1/

4" T

YP

APLAN

1 1/4" TYP

TYP

3"

ALIGN EDGE OF SPLICE PLW/ EDGE OF WT FLG

(24)-3/4" DIAA325 BOLTS

ROOF DECKPER PLAN

WT TOP CHORDPER ELEV

(18)-3/4" DIAA325 BOLTS

1" PLx 4 3/4" EA SIDEOF WT STEM

3/4" PL

TY

P

3"1

1/4"

TY

P

1 1/4" TYP

TYP

3"MAX3/4"

1 1/4" TYP

TYP2 1/2"

1 1/4" TYP

3/4" MAX

EQ

EQ

ANGLE PER ELEV

ANGLE PER ELEV

(4)-3/4" DIAA325 BOLTS

L3X3X3/8,SHIM AS REQD

1 1/

8" T

YP

2 1/

8" T

YP

APLAN

TYP

6"

ALIGN EDGE OF SPLICE PLW/ EDGE OF WT FLG

(32)-3/4" DIAA325 BOLTS

WT BOTT CHORDPER ELEV

(16)-3/4" DIAA325 BOLTS

1" PL EA SIDEOF WT STEM

3/4" PL

MAX3/4"

TY

P

4 3/

8"

1 1/4" TYP

TYP

3"

1 1/4" TYP

TYP

3"

-

TRUSS ANGLE PER ELE

5/8" DIA. A36 ROD

LEG OF TRUSS ANGLE

3/4" DIAM STEEL PIN,TYP

TYP1 1/2"

#2 CLEVIS, TYP

1/2" PL, 4" SQ

1 1/

2"

WT TRUSS BOTTOMCHORD PER ELE.

4

S5.20

1/4 2"TYP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:4

7 A

M




STEEL DETAILS

S5.20

01.12.2015

1089-0001

DSA SUBMITTAL

3/16" = 1'-0"1TRUSS ELEVATION

1" = 1'-0"2TRUSS CROSS SECTION

1 1/2" = 1'-0"3TRUSS TOP CONNECTION

1 1/2" = 1'-0"4TRUSS BOTTOM CONNECTION

NOT TO SCALE

WELD SCHEDULE5 1 1/2" = 1'-0"6

VERT CONNECTION @ TRUSS BOTTOM

1 1/2" = 1'-0"7TOP CHORD SPLICE

1 1/2" = 1'-0"8ANGLE SPLICE

1 1/2" = 1'-0"9BOTTOM CHORD SPLICE

1 1/2" = 1'-0"10BRACING ROD CONNECTION @ BOTTOM

A

-

3"

ROOF DECKPER PLAN

WF BEAMPER PLAN

MIDWAY BETW.TRUSSES

1/2" PL ALIGNEDW/ WEB OF WF 3"

3"

NOTES:1. SEE FOR FURTHER INFO NOT NOTED.

2. AT CONNECTION WITH ONLY 1 BRACING ROD, USE 3" SQ. PL.

B

-

AWF BM. PARALLEL

5/16

ROOF DECKPER PLAN

#2 CLEVIS, TYP

5/8" DIA. A36 ROD,TYP

TURN BUCKLE,TYP

BRACING ROD,PER

10

-

1/2" PL x 3" SQ.SNIP CORNER

TY

P

1 1/

2"

TYP1 1/2"

BRACING ROD,WHERE OCCURS

WF BEAMPER PLAN

1/4 22 SIDES

BWF BM. PERPENDICULAR

NOTE: TIGHTEN TURNBUCKLE ADEQUATE TO MAKE ROD TAUT.

.REMOVE PORTION OF BEAM

SLOTTED PL. TO MATCHBM FLG WIDTH & THICKNESSPER A

-

CONN. PER4C

S5.01

HSS POST PER PLAN

NOTE: W30 BEAM NOT SHOWN FOR CLARITY.

MIN.

1' - 6"

1' -

0"

LC

FULL DEPTH CONN. PL FOR W30 BMSLOTTED FOR HORIZ PL.

SEE FOR FURTHERINFO NOT NOTED

5C

S5.01

WF BEAM PER PLAN5/16

5/16

5/16TYP

5/16

TYP EA.FACE OF

WEB.

ASLOTTED PLATE

1' - 6"

1 1/2"

TYP1 1/2"

TY

P

1"

TY

P

1"


WF BM PER PLAN

1" THK BASE PL

HSS POST PER PLAN

1/4

(2) 3/4" DIA A325 BOLTS,SHIM AS REQ. & DOUBLE NUT

CLPOST, BASE PL

CONC PANEL PERPLAN

1 1/

4"1

1/2"

TYP1"

(4) 5/8" DIA. A325 BOLTS,DOUBLE NUT

WF BEAM PERPLAN

WF BEAM PERPLAN

1/4

1 1/4"

TYP1 1/4"

1/2"

TY

P1"

HSS POST PER PLAN

CL POST, PL

7/8" THK BASE PL

T.O. ROOF DECKPER PLAN

1/43 SIDES

LC BEAM

WT6X32.5

PE

R P

L AN

RO

OF

DE

CK

WF BEAMPER PLAN

3/8" STIFF PL EA SIDEOF STEM @ 4'-0" O.C.SNIP CORNERS

1/4 3-12

2"10

"10

"2"

3/4" EMBED PL

L8x8x3/4"x8" LONG

3/8

5/16

HSS PER PLAN MAX3/4" GAP,

BELEVATION

TY

P3"

HSS PER PLANCOPED AS SHOWN

P.P. SEALWELD

5/162 SIDES

3/8"(2) 5/8" DIA WELDEDDEFORMED BARS x 36" LONG

CONC. PANELPER PLAN

1/2" BENT PL

1/2" PL x 8" SQ.

APLAN

(2) 7/8" DIA x 8" LONGHEADED STUDS

MA

X

3/4"

GA

P

A

8

WF BEAMPER PLAN

3/8" STEEL PL.

WF BEAMPER PLAN

1/4 6-12TYP L8 X4 X 7/16, COPED

WF BEAM PER PLAN

TYP DECKEDGE BENT PL

ROOF DECK

KICKER PER2

S5.02

TY

P

RE

F. A

RC

H,

DECK EDGEBENT PL PER 7

S5.10

1/8 2-12

5/16

NOTE: SEE FOR FURTHER INFO NOT NOTED.7

S5.10

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:5

0 A

M




STEEL DETAILS

S5.21

01.12.2015

1089-0001

DSA SUBMITTAL

1 1/2" = 1'-0"1BRACING ROD CONNECTION @ TOP

1 1/2" = 1'-0"2BEAM COPE DETAIL

1 1/2" = 1'-0"4HSS BASE BY CONC WALL

1 1/2" = 1'-0"3HSS BASE DETAIL

1 1/2" = 1'-0"5MECHANICAL SUPPORT AT ROOF

1 1/2" = 1'-0"6HSS TO PANEL

3/4" = 1'-0"7STEEL PLATE DETAIL

1 1/2" = 1'-0"8DECK EDGE

2 2

E

E

2.2 2.2

F2

W8X35 SLOPED

W8X35 SLOPED

W8X18 SLOPED

3' - 0"CONTINOUS FTG24" DEEP

GR. BM. 18" X 24" DEEP6

3/8"

3

S5.30TYP

3

S5.30 SIM

9

S4.01

TYP @ GRADE BEAM

1 1

2 2

E

E

F

F

G

G

F.2

F.2

2.2 2.2

D.5

D.5

W8X18 SLOPED

W8X35 SLOPED

W8X35 SLOPEDW8X

13 W8X13 W8X

13

W8X

31

W8X

31

W8X35

W8X18

W8X35

W8X13

C8X

18.7

5

C8X

18.7

5W

8X21

C8X18.75

W8X

13

W8X28

W8X

13

W8X

13

FLAT HSS12X8X1/2 c=1"

W8X13

T/SLABEL = +10' - 4 1/2"

W8X35

D1

C8X18.75

6

S3.03

W8X

13

W8X35

4

S5.30

W8X

13

10

S5.31

10

S5.31

10

S5.31

9

S4.11

4

S5.30

10

S5.31

5/16 4-12P.P.

STEPS,REF. ARCH

1/2" CONT BENT PL

5/16 4-12P.P

WF BEAM PERPLAN, SLOPED

EQ

EQ

LC

9" 9"

5"5"

4"STRINGER

LC PL, STRINGER

PL, STRINGER

TY

P

2" 4"

3/8" THK X 2 1/2" SQ.PL. WASHER, TYP

(4) 1 1/4" DIA. ANCHORRODS F1554 GR. 55

3/4" THK. BASE PL.W/ OVERSIZE HOLES

1/4

ABASE PL

BBASE PLAN @ U BAR

PER PLANT.O. FTG.

EXTEND GR BMT&B BARS TO FARSIDE OF FTG

GRADE BM REINF PERTYP DETAIL

EQ EQ GRADE BEAMPER PLAN

CLASS B LAP PER SCHED.

1 1/2" NON SHRINK GROUTPER SPEC 03 30 00

(4) #7 LONGITUINAL

A

STAIR STRINGERPER PLAN

#8 U-BAR

A.R.

1/4

2 SIDESMIN

#7 @ 12" O.C. W/ STD.HOOKS EA. ENDTRANSVERSE

3" C

LEA

R

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:5

3 A

M




STAIR PLAN & DETAILS

S5.30

01.12.2015

1089-0001

DSA SUBMITTAL

1/4" = 1'-0"1STAIR FRAMING - FOUNDATION

1/4" = 1'-0"2STAIR FRAMING - LANDING

1 1/2" = 1'-0"4WF BEAM DETAIL

1" = 1'-0"3STRINGER BASE DETAIL

WF STRINGER PERCROSS SECTION

3/8" STIFF PLEA. FACE OF WEB

3 SIDES STIFF PLWELDED TO EAPIECE OF WF

1/4

CJP, TYP

CLHSS POST

2"

2"

HSS POST PERCROSS SECTION

1/4

HSS HORIZ PERCROSS SECTION

3/8" PL X 6"

1/4

1/2" PL X 6"

1/4

5/16

1/2" GAP, MAX

EQ

EQ

STEPS, REF ARCH

5/8" DIA. EXP. ANCHOR@ 24" O.C. PER

S1.02, TYP. DO NOT CUT (E)REBAR. RELOCATE ANCHORIF REBAR ENCOUNTEREDDURING DRILLING

SLOPING LEDGER CHANNELPER CROSS SECTION

CONC. PANEL PERPLAN

8

1/2" MAX1 1/2" TYP

1 1/2"

1/2" MAX

3"1

1/2"

TY

P

HSS POST PERCROSS SECTION

3/8" PL

(2) 7/8" DIA. A325NBOLTS

BOTTOM OF PL WELDEDTO HSS DOES NOTEXTEND BELOW B/WF BM

SLOPING WF BEAM PERCROSS SECTION

1/4

1/43 SIDES

STEP, PER ARCH,

3/8" PL, CENTEREDON HSS

-

HSS PER PLAN

3/8" PL X 2 1/2" SQ EAFACE OF HSS

1/2" EMBED PL W/(4) 3/4" DIAHEADED STUDS W/4" EMBED, MIN

CLHSS,EMBED PL

1/4 1 3/4TYP

CONC. PANELPER PLAN

#5 BAR X 3' LONG,CENTERED ONEMBED PL; TYP

1" 4"

1" T

YP

4"

CLHSS POST

HSS PER ELEV HSS CONT,PER ELEV

HSS PER ELEV 1/4 4

3 1/2" 3 1/2"

1 1/

2"T

YP

1 1/

2"

CLOF HSS, BASE PL,FTG

(2) 3/4" DIA A.R. W/ 8"EMBED, MIN

HSS POST PERPLAN

1/4

NOTE: SEE FOR FURTHER INFO NOT NOTED.9

S5.01

8SEE PLAN

REF. ARCH23'-0" MAX

HSS 6x3x1/4 FLAT

S5.31

5

HS

S 6

x2x3

/8

HORIZ HSS 6x2x1/4, FLAT,REF. ARCH FOR LOCATION

6"

STRINGER

S5.31

7

9

S5.31 TYP

4

S5.31

SLOPINGLEDGER

S5.31

8

CONC. PANELPER PLAN

HSS 3x3x1/4

S5.31

6

H

8

G.4

8.2

CF-1

CF

-6

3

S5.31

H

8

GF.2 G.4

8.2

3

S5.31

SLOPING W6X12 STRINGER

SLOPING MC6X15 LEDGER 10

S5.31TYP @BEND

10

S5.31

TYP @BEND

HSS6X3X1/8ABOVE

D1

MC6X15.1

W6X25

11

S5.31

HSS6X3X1/8ABOVE

LCHSS

WF BEAMPER PLAN

PE

R P

L AN

SLA

B O

N D

EC

K

ADD'L 24" WELDEDDEFORMED #4 BAR@ HSS

DECK EDGEPER

6

S5.102"

1/4"

1/4

1/8P.P.

HSS PER PLAN

BASE PL 1/2"x6"x3"W/ 3/4" DIA. HEADEDSTUD 4" LONG

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:40:5

7 A

M




STAIR PLAN & DETAILS

S5.31

01.12.2015

1089-0001

DSA SUBMITTAL

1 1/2" = 1'-0"10WF BEND DETAIL

1 1/2" = 1'-0"9HSS TO POST

1 1/2" = 1'-0"8LEDGER TO CONC PANEL

1 1/2" = 1'-0"7WF BEAM TO HSS

1 1/2" = 1'-0"6HSS TO CONC. PANEL CONNECTION

1 1/2" = 1'-0"5HSS CONNECTION

1 1/2" = 1'-0"4HSS BASE PLATE

1/4" = 1'-0"3CROSS SECTION AT STAIR

1/4" = 1'-0"1STAIR PLAN AT FOUNDATION

1/4" = 1'-0"2STAIR PLAN AT SECOND FLOOR

1 1/2" = 1'-0"11HSS BASE DETAIL

C

A

B

10

S9-103

A

5D

-

9D

-

5D

-

9C

-

5D

-

9C

-

2

S7.01

11

-

1

S7.01

5

-

TYP

9

-

TYP

11

S7.01

TYP

11

-

5

S7.01

ATFLOOR

8

-

ATSOG

1. PROVIDE STUDS, TRACKS AND BRACING PER SCHEDULE BELOW:

METAL STUD SCHEDULE

MAX. WALLHEIGHT

"H"

NOMINALSTUD SIZE

SSMA PRODUCTIDENTIFICATION

MINIMUM PROPERTIES

STUDS

15'-0"

18'-0"

18'-0"

18'-0"

6" x 1 5/8" x 18GA

6" x 2" x 18GA

6" x 1 5/8" x 16GA

6" x 2" x 16GA

600S162-43

600S200-43

600S162-54

600S200-54

2.316

2.683

2.860

3.319

0.772

0.894

0.953

1.106

16.68

17.24

27.76

30.01

lx in4 Sx in3 Ma in-k

TRACKS

BOTTOMTRACK

TOPTRACK

CAPPINGTRACK

6" x 1 1/2" x 16GA

6" x 1 1/2" x 16GA

6" x 2" x 16GA

600T150-54

600T150-54

600T200-54

2.374

2.374

2.641

0.678

0.678

0.717

20.30

20.30

21.48

2. ALL STUDS AND TRACKS SHALL CONFORM TO ASTM A1003 OR A653.

a. 18 GA AND LIGHTER: MINIMUM YIELD POINT OF 33 KSI.b. 16 GA AND HEAVIER: MINIMUM YIELD POINT OF 50 KSI.c. ALL STUDS AND TRACKS SHALL BE MANUFACTURED BY CURRENT MEMBERS OF

THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) LISTED IN ICCREPORT NO. ESR-3064P. ALL STUDS AND TRACKS SHALL COMPLY WITH ICC REPORTNO. ESR-3064P.

3. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY OR ON AN ANGLE(SUCH AS BRACING) TO SQUARELY FIT AGAINST ABUTTING MEMBERS.MEMBERS SHALL BE HELD FIRMLY IN POSITION UNTIL PROPERLY FASTENED.

4. STUDS AND TRACKS SHALL BE JOINED TOGETHER BY WELDING AND SHEET METAL SCREWSAS NOTED ON THE DRAWINGS.

5. MANUFACTURER PROVIDED PUNCH-OUTS MAY BE LOCATED ALONG THE CENTERLINE OF THEWEBS OF FRAMING MEMBERS. PUNCH-OUTS SHALL HAVE A MINIMUM CENTER-TO-CENTERSPACING OF 24". PUNCH-OUTS SHALL HAVE A MAXIMUM WIDTH OF HALF THE MEMBERDEPTH OR 2 1/2", WHICHEVER IS LESS, AND A MAXIMUM LENGTH OF 4 1/2".USE UNPUNCHED STUDS IF RESTRICTIONS ON LOCATIONS OF PUNCHOUTS CANNOT BE MET.

PUNCH-OUTS IN TRACKS ARE NOT PERMITTED.

6. SPLICES IN STUDS AND BRACES SHALL NOT BE PERMITTED.

7. ALL FRAMING SHALL BE COORDINATED WITH GLAZING MANUFACTURERS, MECHANICAL,ELECTRICAL, PLUMBING AND OTHER TRADES.

8. PROVIDE 0.08" THICK x 1.1" SQ OR 1.425" ROUND WASHERS FOR ALL POWDER ACTUATED FASTENERS.

9. SEE DETAIL 1/S7.08 FOR TYPICAL COLD ROLLED CHANNEL (CRC) BRIDGINGATTACHMENTS AND SPLICES. BRIDGING MAY BE OMITTED WHERE GYPSUM WALLBOARDOR LATH OR PLYWOOD IS PROVIDED ON BOTH SIDES OF STUDS AND ATTACHED WITH

FASTENERS AT 12" OC MAX ALONG THE FULL HEIGHT OF EACH WALL STUD.

10. SEE GENERAL STRUCTURAL NOTES ON S1.01 S1.02 FOR OTHER INFORMATION.

11. FOR WALL CORNERS SEE 5/S7.08.

REF: STEEL STUD MANUFACTURER'S ASSOCIATION (ER-4943P)

STUDSPACING

16" OC

12" OC

12" OC

16" OC

-

-

-

HEADER #10 SMS EA FLANGE

CRIPPLESTUDS

JAMB STUDS

2"x2"16GA CLIP ANGLEAT TOP & BOTTOM OFHEADER 1/2" LESS THANSTUD WIDTH W/3-#10 SMSEA LEG AS SHOWN ABOVE

3" MIN T & BTO NEARESTPUNCH-OUT

EQ1/2"

1/2"1"

1"

EQ1/2"

1/2"1"

1"


HEADER

CRIPPLESTUDS

#10 SMS EA FLANGE

JAMB STUDS

2"x2"16GA CLIP ANGLEAT TOP & BOTTOM OF HEADER1/2" LESS THAN STUD WIDTHW/3-#10 SMS EA LEG AS SHOWN ABOVE

HEADER ATTACHMENTAS SHOWN IN

TRACK SECTIONx HEADER DEPTHw/ (6) #10 SMSTO JAMB AND(3) #10 SMS EASIDE OF HEADER

1/2"

1/2"

EQ

EQ

AL ≤ 4'-0"

B4'-0" < L ≤ 12'-0"

CHEADER ATTACHMENT

(1/16) 1 1/2-16TYP EA SIDE

STUDSPER SCHED

#10 SMS@ 16" OCEA FLANGE

#10 SMS@ 16" OC TYP

16GA TRACK, TYP

STUDSPER SCHED

WELD OPTION SCREW OPTION

JAMB STUD SCHEDULE

NOTE:

1. JAMB STUDS DEPTHS SHALL MATCH TYPICAL WALL STUD DEPTHS.

2. * DENOTES TSN (THE STEEL NETWORK) JAMB STUDS AND CLIPS.

MAX OPENING "L" ORCOMBINED OPENINGL1 + L2 AT ADJACENT

OPENING

HT< 11'-0" 11'-0" < HT < 18'-0"

STUDSCONN AT

TOP TRACK STUDS

L < 4'-0"

4'-0" < L < 8'-0"

8'-0" < L < 12'-0"

(2) 600S162-43OR

(1) 600JS250-33*

(2) 600S162-43OR

(1) 600JS250-33*

(3) 600S162-43OR

(1) 600JS250-43*

SL600*

SL600*

SL600*

(2) 600S162-43OR

(1) 600JS250-54*

(3) 600S200-43OR

(1) 600JS350-97*

(3) 600S162-68

SL600*

SL600*

SL600*

CONN ATTOP TRACK

TOP TRACK

L ≤ 4'-0"

4'-0" < L ≤ 12'-0"

TOP TRACK

600S200-54 STUD

TOP TRACK

#10 SMS@16" OC, TYP

WALL STUDS

CSILL SECTION

(1/16) 1 1/2-16EA SIDE

SCREW OPTION

TOP TRACK

WALL STUDS

600S200-54 STUD

WALL STUDS

4'-0" < L ≤ 12'-0"WELD OPTION

JAMB STUDS

2"x2"x16GA CLIP ANGLE1/2" LESS THAN STUD WIDTHW/ 3-#10 SMS EA LEG AS SHOWNABOVE


EQ1/2"

1/2"1"

1"

EQ1/2"

1/2"1"

1"


SILL SECTION

JAMB STUDS

2"x2"x16GA CLIP ANGLEAT TOP & BOTTOM OF SILL1/2" LESS THAN STUD WIDTHW/ 3-#10 SMS EA LEG ASSHOWN ABOVE

SILL SECTION

AL ≤ 4'-0"

B4'-0" < L ≤ 12'-0"

WALL STUDS

WALL STUDS

4'-0" < L ≤ 8'-0"

(1/16)EA SIDE

BOTTOM TRACK

600S162-54 STUD

600S162-54 STUDEA SIDE

#10 SMS@ 16" OC T&B

BOTTOM TRACK

#10 SMS@ 16" OC T&B

800S162-54STUD EA SIDE

WALL STUDS

BOTTOM TRACK

WALL STUDS

BOTTOM TRACK

BOTTOM TRACK

DHEADER SECTION

WALL STUDS

L < 4'-0"

8'-0" < L ≤ 12'-0"

TOP TRACK

1/16 1 1/2-16TYP

1'-2

"M

AX

BOTTOM TRACK

PIPE OR DUCT

END OF TRACK

FASTENERS ATJAMB STUDSPER

JAMB STUDS

CURB

SLAB

A

SP

AC

ING

TY

PA

AA

A

NOTE:

1. "A" DIMENSION SHALL BE 4" MIN AND 12" MAX.

TYP ANCHOR

5/8"Ø AB W/ STD WASHER@ 4'-0" OC W/ 7" EMBED OR3/8" Ø EXP ANCHOR PERGENERAL NOTES @ 2'-8" OC

CURB PER PLAN

#10 SMSEA STUDEA FLANGE

ACURB

BSLAB

3"

EM

BE

D

CL

CL

SEE .#10 SMSEA STUDEA FLANGE

4"2"

5"

SOG OR FLOOR

ROOF OR FLOOR

"HT

"

BO

T O

F W

ALL

4'-0

" M

AX

TO

P A

ND

ADJACENTOPNG

ADJACENTOPNG

WINDOWOPNG

DOOR OPNG

OPNG OPNG

L1 L2 L L

TYP ATSTEEL DECK

TYP ATCONC SLAB

BRIDGING SPACED AT4'-0" MAX OC VERT,SEE NOTE #9

INFILL AT RATED WALLSMATCH WALL STUD SIZEAND SPACING

JAMBSTYP

JAMB STUDS ATADJACENT OPNG

JAMB STUDS, TYP

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:0

1 A

M




TYPICAL EXTERIORMETAL STUD DETAILS

S7.00

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL EXTERIOR PLATFORM FRAMED METAL STUD WALL FRAMING ELEVATION AND NOTES1

NOT TO SCALE

TYPICAL EXTERIOR HEADER AND JAMB CONNECTION5

NOT TO SCALE

TYPICAL EXTERIOR JAMB STUD SCHEDULE11NOT TO SCALE

TYPICAL EXTERIOR SILL AND JAMB CONNECTION9

NOT TO SCALE

TYPICAL EXTERIOR BOTTOM TRACK8

1

S7.081

S7.00

1

S7.081

S7.00

1

S7.00 1

S7.08

1

S7.00

1

S7.08

1

S7.00

11

S7.01

8

S7.00

7

S5.10

10A

-

6

S5.10

1

S4.02

A

B

1

S9-100

11

S7.02

11

S7.00

11

S7.02

11

S7.00

8a

S7.00

C

BRIDGINGSEE

FOR INFO NOT NOTEDSEE

2-#12 SMS @ 12" OCTRACK TO DECK ATJAMB STUDS. PROVIDEADDITIONAL 2-#12 SMSBS OF JAMB STUDS

STEEL DECK

AWALL PERPENDICULAR

TO DECK FLUTES

BWALL PARALLEL

TO DECK FLUTES

BRIDGINGSEE

FOR INFO NOT NOTEDSEE

2-#12 SMS @ 16" OCTRACK TO PL

18GA CONT PL ACROSS2 DECK FLUTES MIN W/2 ROWS #12 SMS @ 16" OC.PROVIDE ADDITIONAL 2-#12SMS BS OF JAMB STUDS

GA

P1/

2"

STEEL DECK

TOP TRACK

CAPPINGTRACK

TOP TRACK

CAPPINGTRACK

MIN

GA

P

1/2"

MIN

GA

P

1/2"G

AP

1/2"

BENT PL

2-PAF PERVERTICLIP W/ 1"MIN EMBED TOCONC

VERTICLIP SL600AT EA STUD.PROVIDEVERTICLIP BS OFJAMB STUDS.

STUDSPER

VERTI TRACK VTX600-16

WF BEAM

CONC SLAB

NOTE:

1. VERTI TRACK AND CLIP BY THE STEEL NETWORK.

GA

P

1/2"

BRIDGINGSEE

BENT PL

2-PAF @ 16" OC W/ 1"MIN EMBED TOCONC. PROVIDEADDITIONAL 2-PAFBS OF JAMB STUDS

STUDSPER

TOP TRACK

WF BEAM

CONC SLAB

NOTE:

1. DETAIL 3 ON THIS SHEET MAY BE USED AS AN ALTERNATE.

GA

P1/

2"

CAPPING TRACK

MIN

GA

P

1/2"

BRIDGINGSEE

#10 SMS @ EASTUD FLANGE

3/8"Ø EXP ANCHOR@ 32" OC

BOT TRACKPER

STUDS PER

WF BEAM

CONC SLAB

CL

NOTE:

1. AT JAMB STUDS SEE .

LC

CONC FILLOVER STEEL DECK

STUDS PERSCHEDULE

BOTTOM TRACK

C5x9 AT 4'-0" OC MAXAND WITHIN 12" OFEND OF WALL

1/8

CONT 14GATOP TRACK

CURTAIN WALLWHERE OCCURS

MA

X H

EIG

HT

WF BM

L5x3x1/4 AT EA BOLT.WELD PER

BENT PL AND REINFPER

THAN 10"

OMIT L5x3WHEN LESS

LC

T/ SLAB

SLAB-ON-GRADEPER

STUDS PERSCHEDULE

CURB WHERE OCCURS

BOTTOM TRACK

C5x9 AT 4'-0" OC MAXAND WITHIN 12" OFEND OF WALL

1/8

CONT 14GATOP TRACK

CURTAIN WALLWHERE OCCURS

5 1/2"

PL 1/2"

3/16

APLAN DETAIL

EM

BE

D

7"

MA

X H

EIG

HT

BOT TRACKINTERRUPTEDBY BASE PL

1 1/

2"3

1/2"

2 1/

2"1 1/

2"

CSLOPING DECK

#10 SMS EA STUD, EA SIDE

2-#12 SMS @ 12" OC

2-#12 SMS @ 12" OCTRACK TO PL

18GA CONT PLOVER DECK RIBSW/ 2 ROWS #12 SMS@ 16" OC

FOR INFO NOTNOTED, SEE

BWALL PARALLEL

TO DECK FLUTES

AWALL PERPENDICULAR

TO DECK FLUTES

STEEL DECK

STUDS PER

MAX

8" 8"

3/8"Ø EXP ANCHOROR 5/8"Ø AB

3/8"Ø EXPANCHOROR 5/8"Ø AB BASE TRACK, TYP

#10 SMS B.S., TYP

AAT DOOR

BAT WINDOW

NOTES:

1. AT WALL ON CURB, CAN USE 5/8"Ø AB PER

SLAB-ON-GRADEOR CURB


3/8"Ø EXPANCHOROR 5/8"Ø AB

8 #8 SMS @ EAU-CHANNEL, TYP

ROUND HOLE CUTIN METAL STUD WEBAS REQ'D FOR CONDUITOR PLUMBING. NOT TOEXCEED LIMITS INDICATEDIN SCHEDULE.

METAL STUDPER SCHEDULE

3/4"x16GAU-CHANNEL,TYP EA SIDE

SHEATHINGWHERE OCCURS

NOMINAL STUDSIZE

MAX HOLESIZE

3 5/8" 2 1/8"

2 1/2"

4 1/2"

NOTES:

1. DETAIL APPLIES AT INTERIOR WALL STUDS ONLY.

2. HOLES IN METAL STUD SHALL BE CUT IN WEBS ONLY. FLANGES OR THESTIFFENING PROJECTION OF FLANGES SHALL NOT BE CUT.

3. ALL HOLES LARGER THAN THE PRE-PUNCHED HOLES SHALL BE REINFORCED,PER THIS DETAIL.

4. CENTER HOLE ON STUD WEB WHERE POSSIBLE, MAX HOLE OFFSETALLOWED EQUAL 1/8".

WALL STUD

TY

P1"

MIN 2"

EQ

.

EQ

.

SHEATHINGWHEREOCCURS

4"

6"

TY

P1"

MIN 2"

WALL STUD

TOP OR BOT.TRACK

ROUND HOLE CUT IN METALSTUD WEB AS REQ'D FORCONDUIT OR PLUMBING . NOTTO EXCEED LIMITS INDICATEDIN SCHEDULE.

8-# 8 SMS

"H"

MIN1"

FLOOR WHEREOCCURS

WHEN 'H' IS LESS THAN 12",PROVIDE 16GA REINF PLATE(x STUD WIDTH) OR PROVIDEPIECE OF STUD TO MATCHWALL STUD SIZE

REINFORCEMENT OF STUD

OPTION-1

TY

P1"

MIN 2"

MIN

.1"

WALL STUD

16 GA TRACK

ROUND HOLE CUT IN METALSTUD WEB AS REQ'D FORCONDUIT OR PLUMBING. NOT TOEXCEED LIMITS INDICATED INSCHEDULE.

8-# 8 SMS EACH SIDE OF HOLE

OPTION-2

AWHEN HOLE IS LARGER THAN

MANUFACTURERS PUNCH-OUT

CPLAN

WHEN HOLE IS ADDEDB

REINFORCEMENT OF STUD

AT END OF STUD

GAUGE STEEL

3 FULL THREADSEXPOSED MIN TYP

SELF-DRILLINGPOINT TYP

LOW PROFILE HEAD(HEX HEAD MAY BEUSED WHERE SHEATHINGDOES NOT OCCUR)

FUTURE SHEATHING

~

GAUGE STEEL

FLAT HEAD ORBUGLE HEAD

SHEATHING

3/8"

MIN

-

BSHEATHING TO STEEL

ASTEEL TO STEEL

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:0

4 A

M





S7.01

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL TOP TRACK AT STEEL DECK1 NOT TO SCALE

ALTERNATE TOP TRACK AT CONC SLAB3NOT TO SCALE

TYPICAL TOP TRACK AT CONC SLAB2

NOT TO SCALE

TYPICAL BOTTOM TRACK AT CONC SLAB5

NOT TO SCALE

CANTILEVER STUD WALL AT CONCRETE FILL OVER

STEEL DECK EDGE9 NOT TO SCALE

CANTILEVER STUD WALL AT SLAB-ON-GRADE10

NOT TO SCALE

TYPICAL BASE TRACK ON STEEL DECK4

NOT TO SCALE

HORIZONTAL SLIP JOINT11

1 1/2" = 1'-0"

TYPICAL STUD REINFORCEMENT AT HOLES - INTERIOR STUDS ONLY6 1 1/2" = 1'-0"

TYPICAL SHEET METAL SCREWS7

C

A

B

10

S7.03

A

12

-

10

S7.01

7

-

TYP

10

S7.03

7C

-

7A

S7.03

11

-

7C

-

7A

S7.03

4, 6

S7.03

7C

-

4,5,6

S7.03

9

S7.03

8

S7.03

11

-

11

-

7C

-

7A

S7.03

7A

S7.03

8

S7.03

JAMB STUDS



EQ1/2"

1/2"1"

1"

EQ1/2"

1/2"1"

1"


SILL SECTION

JAMB STUDS


SILL SECTION

AL ≤ 4'-0"

B4'-0" < L ≤ 12'-0"

WALL STUDS

WALL STUDS

(1/16)TYP EA SIDE

1 1/2-16

STUDSPER SCHED


#10 SMS@ 16" OC TYP

16GA TRACK, TYP

STUDSPER SCHED

JAMB STUD SCHEDULE

NOTE:

1. JAMB STUDS DEPTHS SHALL MATCH TYPICAL WALL STUD DEPTHS.

2. * DENOTES TSN (THE STEEL NETWORK) JAMB STUDS AND CLIPS.

MAX OPENING "L" ORCOMBINED OPENINGL1 + L2 AT ADJACENT

OPENING

HT < 11'-0" 11'-0" < HT < 18'-0"

STUDS CONN ATTOP TRACK

STUDS

L < 4'-0"

4'-0" < L < 8'-0"

8'-0" < L < 12'-0"

(2) 600S162-43OR

(1) 600JS250-33*

(2) 600S162-43OR

(1) 600JS250-33*

(3) 600S162-43OR

(1) 600JS250-43*

SL600*

SL600*

SL600*

(2) 600S162-43OR

(1) 600JS250-54*

(3) 600S200-43OR

(1) 600JS350-97*

(3) 600S162-68

SL600*

SL600*

SL600*

AWELD OPTION

BSCREW OPTION

CONN ATTOP TRACK

TOP TRACK

L ≤ 4'-0" TOP TRACK

600S200-54 STUD

TOP TRACK

#10 SMS@16" OC TYP

WALL STUDS

CSILL SECTION

(1/16) 1 1/2-16EA SIDE

4'-0" < L ≤ 12'-0"WELD OPTION

TOP TRACK

WALL STUDS

600S200-54 STUD

WALL STUDS4'-0" < L ≤ 12'-0"SCREW OPTION


CRIPPLESTUDS

JAMB STUDS

2"x2"16GA CLIP ANGLEAT TOP & BOTTOM OFHEADER 1/2" LESS THANSTUD WIDTH W/3-#10 SMSEA LEG AS SHOWN ABOVE


EQ1/2"

1/2"1"

1"

EQ1/2"

1/2"1"

1"


HEADER

CRIPPLESTUDS

#10 SMS EA FLANGE

JAMB STUDS

2"x2"16GA CLIP ANGLEAT TOP & BOTTOM OF HEADER1/2" LESS THAN STUD WIDTHW/3-#10 SMS EA LEG AS SHOWN ABOVE



1/2"

1/2"

EQ

EQ

AL ≤ 4'-0"

B4'-0" < L ≤ 12'-0"

CHEADER ATTACHMENT

L ≤ 4'-0" 4'-0" < L ≤ 8'-0"

8'-0" < L ≤ 12'-0"

(1/16) 1 1/2-16EA SIDE

BOTTOM TRACK

600S162-54 STUD


#10 SMS@ 16" OC T&B

BOTTOM TRACK

WALL STUDS

BOTTOM TRACK

WALL STUDS

DHEADER SECTION

#10 SMS@ 16" OC T&B

800S162-54STUD EA SIDE BOTTOM TRACK

BOTTOM TRACK

WALL STUDS

TOP TRACK

1/16 1 1/2-16TYP

1'-2

"M

AX

BOTTOM TRACK

PIPE OR DUCT

END OF TRACK

FASTENERS ATJAMB STUDSPER

JAMB STUDS

CURB

SLAB

A

SP

AC

ING

TY

PA

A

NOTE:

1. "A" DIMENSION SHALL BE 4" MIN AND 12" MAX.

TYP ANCHOR

AA

5/8"Ø AB W/ STD WASHER@ 4'-0" OC W/ 7" EMBED OR3/8" Ø EXP ANCHOR PERGENERAL NOTES @ 2'-8" OC

CURB PER PLAN

#10 SMSEA STUDEA FLANGE

ACURB

BSLAB

3"

EM

BE

D

CL

CL

SEE .#10 SMSEA STUDEA FLANGE

L > 12'-0"

STRIP WINDOW OPNGWINDOW

(DOOR SIM)OPNG

WINDOWOPNG

SOG

T/ WALL, SEEARCH DWGS

BOTTOM TRACKPER

BRIDGING SPACED AT4'-0" MAX OC VERT,SEE NOTE #9ON 1/S7.00

C5@ 4'-0" OC& AT JAMB STUDPER

HORIZ JOINT

CEILINGBEYOND

DIAG BRACING@ 4'-0" OC & ATJAMB STUDSPER

EDGE OF FLOORBEYOND

HORIZ JOINT

CEILINGBEYOND

EDGE OF ROOFBEYOND

TYP ATFLOOR

FRAMING ELEVATION

TYP ATROOF

WINDOWOPNG

BO

T O

F W

ALL

ST

UD

4'-0

" M

AX

TO

P A

ND

TYP

BO

T O

F W

ALL

ST

UD

4'-0

" M

AX

TO

P A

ND

BO

T O

F W

ALL

ST

UD

4'-0

" M

AX

TO

P A

ND

ROOF

FLOOR

"HT

""H

T"

"HT

"

NOTE: SEE 1/S6.00 FOR METAL STUD SCHEDULE AND NOTES.

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:0

8 A

M





S7.02

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL EXTERIOR SILL AND JAMB CONNECTION7

NOT TO SCALE

TYPICAL EXTERIOR JAMB STUD SCHEDULE11

NOT TO SCALE

TYPICAL EXTERIOR HEADER AND JAMB CONNECTION3

NOT TO SCALE

TYPICAL EXTERIOR BOTTOM TRACK12

6,7,8,9

S7.08

6

-

9

S7.02

11

S7.02

11

S7.00

11

S7.02

11

S7.00

8a

S7.00

A

3

S7.02

8

-

3

S7.02

1/2" MAXGAP

EXT STUD

DTSLB CLIP PERSCHEDULE W/ 3-#12SMS AT EACH STUD.PROVIDE CLIP BS OFJAMB STUDS(NOT SHOWN)

CONTINUOUSDRIFT TRAK

EDGE OF SLABOR DECK BENT PLATE

2-HILTI 12-24 HWHSCREWS @ 16" OC AND 4"MAX FROM END OF EDGEPLATE (INSTALL PRIOR TOPLACING CONCRETE FILL)PRE-DRILL PER MFRRECOMMENDATIONS

STUDDEPTH

4"6"8"

DTSLB TRAK

DTSLB 400DTSLB 600DTSLB 800

NOTES:

1. CONTRACTOR TO COORDINATE EDGEOF SLAB/DECK AND PROVIDE ADDITIONALFIREPROOFING/FIRESTOP AS REQUIRED.

2. DRIFT TRAK BY THE STEEL NETWORK.

3" MIN T&BTO NEARESTPUNCHOUT

EXT STUD

CLIP & FASTENERS PERSCHEDULE AT EA STUD.PROVIDE CLIP BS OFJAMB STUDS

STUDDEPTH

6"

STIFF CLIP

LB600

3"

EDGE OF SLAB ORDECK BENT PLATE

2-HILTI 12-24 HWHSCREWS (INSTALL PRIORTO PLACING CONCRETE FILL)PRE-DRILL PER MFRRECOMMENDATIONS

NO. OFFASTENERS

(#12 SMS)

SCREWPATTERN

4 3

6" LB600-HD 4 4

NOTES:


2. STIFF CLIP BY THE STEEL NETWORK.

1" MAXGAP


8" LB800 4 5

EXT STUD

DRIFT CLIP PERSCHEDULE W/ 3-#12SMS AT EA STUD.PROVIDE CLIP BS OFJAMB STUDS(NOT SHOWN)

EDGE OF SLABOR DECKBENT PLATE

2-HILTI 12-24 HWHSCREWS (INSTALL PRIORTO PLACING CONCRETE FILL)PRE-DRILL PER MFRRECOMMENDATIONS

STUDDEPTH

4"6"8"

DTSLB CLIP

DSLB 400DSLB 600DSLB 800

NOTES:


2. DRIFT CLIP BY THE STEEL NETWORK.

1/2" MAXGAP


STUDDEPTH

4"6"8"

DTSLB CLIP

DSLS 400DSLS 600DSLS 800

WF BEAMPER PLAN

3-#12 SMS(PRE-DRILL AS REQ'D),SEE SPECIFICATION05 12 00 FOR BEAMATTACHMENTRESTRICTIONS ATPROTECTED ZONES

EXT STUD

DRIFT CLIP PERSCHEDULE (LENGTHVARIES) W/ 3-#12 SMSAT EA STUD. PROVIDECLIP BS OF JAMBSTUDS (NOT SHOWN)

NOTES:


2. DRIFT CLIP BY THE STEEL NETWORK.


LC

1-1.51 4" x 16GA STUD (400S162-43)

@ 4'-0" OC AND AT JAMB STUDSW/ 3-#12 SMS EA END

BRACE TO DECKPER

NOTE:

1. WHERE BM FLANGE INTERFERESWITH BRACE, USE DETAIL

2'-0

" M

AX

STUDS PER

CONC SLAB

7'-0

" M

AX

MAX

8" 8"


3/8"Ø EXPANCHOROR 5/8"Ø AB BASE TRACK, TYP

#10 SMS B.S., TYP

AAT DOOR

BAT WINDOW

NOTES:

1. AT WALL ON CURB, CAN USE 5/8"Ø AB PER

SLAB-ON-GRADEOR CURB


3/8"Ø EXPANCHOROR 5/8"Ø AB

WF BMPER PLAN

(2) PAF

EDGE OF SLAB

STUDS PER SCHEDULE

L5x3x14GA LLV x REQ'DLENGTH W/ 4-#12 SMSEA STUD WHENBRACING OF ISNOT USED

CONC SLAB

L5x3x14GA AT EA STUD W/ 4-#12SMS. PROVIDE ANGLE BS OFJAMB STUDS

4"

1/8 3

MAX 1"

1/16 2T&B

3" MIN T&B TO NEARESTPUNCHOUT

BEAM BRACE PERWHEN BRACING OFIS NOT USED

-

-

9

S7.03

9

S7.03

GLAZING ORSTOREFRONTSYSTEM

BOTTOM TRACK W/#10 SMS @ 16" OCIN CENTER OF 3"SLOTTED HOLE(SLOT PARALLEL TOLENGTH OF WALL)

EXTERIORWALL STUDS

600S200-54

16 GA TRACK

BOTTOM TRACK W/#10 SMS @ 16" OCIN CENTEROF 3" SLOTTEDHOLE (SLOT PARALLELTO LENGTH OF WALL)

TOP TRACK

EXTERIORWALL STUDS

AAT WINDOW HEAD

BAT WALL

PLANE OF SLIP

#10 SMS @ 16" OC

TOP TRACK

EXTERIORWALL STUDS

BOTTOM TRACK

OV

ER

L AP

3/4"

MIN

GA

P

1/2"

#10 SMS EA FLANGEEA STUD, TYP

CAPPING TRACK

GA

P

1/2"

MIN

ROOF DECK

WF PER PLAN

S.A

.D.

STUD PER SCHEDULE

PL1/4"x5"xREQ'D LENGTHAT EA STUD

3"3/16

3/16

WHENSTIFF PLOCCURS

WHEN "X" > 12",PROVIDE STIFFPL3/8" AT 4'-0"OC,2 MIN PER BEAM

24" MAX

"X" MAX1"

LC WF BM

2"

2"

1" MAX

NE

AR

ES

T P

UN

CH

OU

T

3" M

IN T

&B

ADD CLIP ANGLE TOUPPER JAMB STUD,MATCH ANGLE ANDFASTENERS OFHEADER BELOW

NOTE:

1. FOR INFO NOT SHOWN OR NOTED, SEE AND

JAMB STUDS

aSECTION

UPPER JAMBSTUDS BEYOND

BOTTOM TRACK

TOP TRACK

CAPPING TRACK

HEADER PER

BOTTOM TRACK

LOWER JAMBSTUDS BEYOND

MIN

GA

P

1/2"

MIN

GA

P

1/2"

OV

ER

L AP

3/4"

MIN

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:1

2 A

M





S7.03

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL DRIFT TRAK CONNECTION TO EDGE OF SLAB1 NOT TO SCALE

TYPICAL STIFF CLIP CONNECTION TO EDGE OF SLAB4NOT TO SCALE

TYPICAL DRIFT CLIP CONNECTION TO EDGE OF SLAB2 NOT TO SCALE

TYPICAL DRIFT CLIP CONNECTION TO WF BEAM3

NOT TO SCALE

TYPICAL EXTERIOR STUD BRACING9 NOT TO SCALE

TYPICAL BOXED STUD JAMB BASE10

NOT TO SCALE

TYPICAL EXTERIOR WALL

STIFF CONNECTION TO SLAB6

NOT TO SCALE

HORIZONTAL SLIP JOINT11

NOT TO SCALE

COMPENSATION JOINT AT WALL8NOT TO SCALE

TYPICAL EXTERIOR WALL

STIFF CONNECTION TO WF BEAM5 NOT TO SCALE

COMPENSATION JOINT AT HEADER7

C

8

S7.06

5

S7.06

7

S7.06

5D

-

9C

-

5D

-5D

-

9C

-

1

S7.06

12

-

8

-

5

-

TYP

9

-

TYP

12

-

9C

-

A

B

1. PROVIDE STUDS, TRACKS AND BRACING PER SCHEDULE BELOW:

REF: STEEL STUD MANUFACTURER'S ASSOCIATION (ER-4943P)

NOMINALSIZE

SSMAPRODUCT

IDENTIFICATION

MINIMUM PROPERTIESSPACING(INCHES)

MAX. HEIGHT"H"

lx in Sx in Ma in-k4 3

STUDS

TRACKS

362S125-33362S125-68400S125-33400S125-68600S125-33600S125-68

0.4150.8020.5231.0151.3912.735

0.2010.4340.2310.4980.4080.898

3.9612.984.56

14.918.06

26.88

0.6780.7350.8320.8490.9181.0372.2212.3742.641

0.3120.3250.3450.3590.3740.3970.6540.6780.717

9.349.74

10.3410.7411.1911.8819.5520.3021.48

362T125-54362T150-54362T200-54400T125-54400T150-54400T200-54600T125-54600T150-54600T200-54

3 5/8" x 20GA3 5/8" x 14GA

4" x 20GA4" x 14GA6" x 20GA6" x 14GA

3 5/8" x 16GA3 5/8" x 16GA3 5/8" x 16GA

4" x 16GA4" x 16GA4" x 16GA6" x 16GA6" x 16GA6" x 16GA

BOTTOM TRACKTOP TRACK

CAPPING TRACKBOTTOM TRACK

TOP TRACKCAPPING TRACKBOTTOM TRACK

TOP TRACKCAPPING TRACK

16-

16-

16-

15'-0"FOR SILLS

16'-0"FOR SILLS

20'-0"FOR SILLS

2. ALL STUDS AND TRACKS SHALL CONFORM TO ASTM A1003 OR A653.

a. 18 GA AND LIGHTER: MINIMUM YIELD POINT OF 33 KSI

b. 16 GA AND HEAVIER: MINIMUM YIELD POINT OF 50 KSI

c. ALL STUDS AND TRACKS SHALL BE MANUFACTURED BY CURRENT MEMBERS OF THE STEELSTUD MANUFACTURERS ASSOCIATION (SSMA) LISTED IN ICC REPORT NO. ESR-3064P.ALL STUDS AND TRACKS SHALL COMPLY WITH ICC REPORT NO. ESR-3064P.

3. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY OR ON AN ANGLE (SUCH AS BRACING)TO SQUARELY FIT AGAINST ABUTTING MEMBERS.MEMBERS SHALL BE HELD FIRMLY IN POSITION UNTIL PROPERLY FASTENED.

4. STUDS AND TRACKS SHALL BE JOINED TOGETHER BY WELDING AND SHEET METAL SCREWS AS NOTEDON THE DRAWINGS.

5. MANUCATURER PROVIDED PUNCH-OUTS MAY BE LOCATED ALONG THE CENTERLINE OF THE WEBSOF FRAMING MEMBERS. PUNCH-OUTS SHALL HAVE A MINIMUM CENTER-TO-CENTER SPACING OF 24".PUNCH-OUTS SHALL HAVE A MAXIMUM WIDTH OF HALF THE MEMBER DEPTH OR 2 1/2", WHICHEVERIS LESS, AND A MAXIMUM LENGTH OF 4 1/2". SEE DETAIL 10/S9-300 FOR REQUIREMENTSWHEN HOLES ARE ADDED IN THE STUD WEB. PUNCH-OUTS IN TRACKS ARE NOT PERMITTED.

6. SPLICE IN STUDS AND BRACES SHALL NOT BE PERMITTED.

7. ALL FRAMING SHALL BE COORDINATED WITH GLAZING MANUFACTURER, MECHANICAL, ELECTRICAL,PLUMBING AND OTHER TRADES.

8. PROVIDE 0.08" THICK x 1.1" SQ OR 1.425" ROUND WASHERS FOR ALL POWDER ACTUATED FASTENERS.

9. SEE DETAIL 1/S7.08 FOR TYPICAL COLD ROLLED CHANNEL (CRC) BRIDGINGATTACHMENTS AND SPLICES. BRIDGING MAY BE OMITTED WHERE GYPSUM WALLBOARDOR LATH OR PLYWOOD IS PROVIDED ON BOTH SIDES OF STUDS AND ATTACHED WITH

FASTENERS AT 12" OC MAX ALONG THE FULL HEIGHT OF EACH WALL STUD.

10. SEE GENERAL STRUCTURAL NOTES ON S1.01 & S1.02 FOR OTHER INFORMATION.

11. FOR WALL CORNERS, SEE 5/S7.08.

12. FOR STUD BACKING, SEE 3 &4/S7.08.

---------

METAL STUD SCHEDULE


CRIPPLESTUDS

JAMB STUDS

2"x2"16GA CLIP ANGLEAT TOP & BOTTOM OF HEADER1/2" LESS THAN STUD WIDTHW/3-#10 SMS EA LEG ASSHOWN ABOVE


EQ1/2"

1/2"1"

1"

EQ1/2"

1/2"1"

1"


HEADER

CRIPPLESTUDS

#10 SMS EA FLANGE

JAMB STUDS

2"x2"16GA CLIP ANGLEAT TOP & BOTTOM OF HEADER1/2" LESS THAN STUD WIDTHW/3-#10 SMS EA LEG ASSHOWN ABOVE



1/2"

1/2"

EQ

EQ

AL ≤ 4'-0"

B4'-0" < L ≤ 18'-0"

CHEADER ATTACHMENT

11'-0" < L ≤ 14'-0"

14'-0" < L ≤ 18'-0"

(1/16) 1 1/2-6EA SIDE

BOTTOM TRACK

16GA STUD


#10 SMS@ 16" OC T&B

BOTTOMTRACK


#10 SMS@ 16" OC T&B

BOTTOM TRACK

1/16 1 1/2 -16TYP

BOTTOM TRACK

BOTTOM TRACK


#10 SMS@ 16" OC T&B

DHEADER SECTION

WALL STUD

BOTTOM TRACK

WALL STUD

WALL STUD

BOTTOM TRACK

WALL STUD

TOP TRACK

4'-0" < L ≤ 11'-0"

L ≤ 4'-0"

(1/16) 1 1/2-16

TYP EASIDE

STUDSPER SCHED


#10 SMS@ 16" OC TYP

16GATRACK, TYP

STUDSPER SCHED

SCREW OPTION

JAMB STUD SCHEDULEMAX ALLOWABLE OPENING WIDTH L OR

COMBINED OPENING WIDTHL1 + L2 AT ADJACENT OPENING

11'-0"

18'-0"

NOTES:

1. JAMB STUDS DEPTHS SHALL MATCH TYPICAL WALL STUD DEPTHS.2. WHEN OPENING WIDTH IS GREATER THAN 14'-0" AND STORY "HT" IS GREATER THAN 14'-0", PROVIDE TOP TRACK REINF AT JAMB STUDS PER

STUDS

2-16GA STUDS

3-16GA STUDS

WELD OPTION

NOTE:1. WHEN L > 14'-0", SEE FOR WALLS ON SLAB-ON-GRADE, AND FOR WALLS ON ELEVATED SLAB.

JAMB STUDS



EQ1/2"

1/2"1"

1"

EQ1/2"

1/2"1"

1"


SILL SECTION

JAMB STUDS


SILL SECTION

AL ≤ 4'-0"

B4'-0" < L ≤ 14'-0"

WALL STUDS

WALL STUDS

TOP TRACK

14GA STUD

(1/16) 1 1/2-16EA SIDE

4'-0" < L ≤ 14'-0"

SCREW OPTION

14GA STUD

TOP TRACK

#10 SMS@16" OC, TYP

WALL STUDS

TRACK (T125)

WALL STUDS WALL STUDS

TRACK (T125)

cSILL DETAILS

4'-0" < L ≤ 14'-0"

WELD OPTION

L ≤ 4'-0"

SOG OR FLOOR

ROOF OF FLOOR

"HT

"

ADJACENTOPGN

ADJACENTOPGN

WINDOWOPNG

DOOR OPNG

OPNG

L1 L2 L L

AT INTWALLS

BRIDGING, SPACED AT4'-0" MAX OC VERT, SEE NOTE #9

INFILL AT RATED WALLSMATCH WALL STUD SIZEAND SPACING

BOTTOM TRACKPER

JAMBSTYP

JAMB STUDS ATADJACENT OPNG

FRAMING ELEVATION

OPNG

BO

T O

F W

ALL

4'-0

" M

AX

TO

P A

ND

1'-2

"M

AX

BOTTOMTRACK

DUCT TYP

END OF TRACK

ADD ANCHOR ATJAMB STUDS

JAMB STUDS

CURB

SLAB

A

SP

AC

ING

TY

PA

AA

A

NOTE:1. "A" DIMENSION SHALL BE 4" MIN AND 12" MAX.2. USE A MIN OF 3 PAF IN EACH PIECE OF SILL TRACK.

TYP ANCHOR

CURB PER PLAN#10 SMSEA STUDEA FLANGE

ATYPICAL - NO CURB

BCURB

EM

BE

D

CL

ANCHOR BOLTEXPANSION ANCHORSCREW ANCHORPAF

3/8"Ø @ 4'-0" OC W/ 3" EMBED3/8"Ø @ 4'-0" OC3/8"Ø @ 4'-0" OCPAF @ 2'-8" OC W/ 1 1/4" EMBED

INTERIOR BOTTOM TRACK SILL ANCHOR SCHEDULE - NO CURB

ANCHOR PER SCHEDULE

ANCHOR PER SCHEDULE

ANCHOR TYPE SIZE AND SPACING

EMBED PER GENERAL NOTES

ANCHOR BOLTEXPANSION ANCHORSCREW ANCHOR

3/8"Ø @ 2'-8" OC W/ 5" EMBED3/8"Ø HILTI KB-TZ @ 2'-8" OC3/8"Ø @ 2'-8" OC

INTERIOR BOTTOM TRACK SILL ANCHOR SCHEDULE - W/ CURBANCHOR TYPE SIZE AND SPACING

EMBED PER GENERAL NOTES

CL

6" MIN

SLAB-ON-GRADE DECK AND FILL

N.A.3/8"Ø @ 4'-0" OC W/ 1 3/4" EMBEDN.A.PAF @ 2'-8" OC W/ 1" EMBED

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:1

7 A

M




TYPICAL INTERIORMETAL STUD DETAILS

S7.05

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL INTERIOR TYPICAL METAL STUD WALL FRAMING ELEVATION AND NOTES1

NOT TO SCALE

TYPICAL INTERIOR HEADER AND JAMB CONNECTION5

NOT TO SCALE

TYPICAL INTERIOR JAMBS12NOT TO SCALE

TYPICAL INTERIOR SILL AND JAMB CONNECTION9

NOT TO SCALE

TYPICAL INTERIOR BOTTOM TRACK8

8

-

D

1

-

1

-

1

S7.05

1

S7.05

12

S7.06

5

-

A

8

S7.07

5

S7.07

2 1/2" DEEP LEGSLOTTED 16 GA MIN TOPTRACK W/ VERTICALSLOTS @ 1" OC AND W/HORIZONTAL SLOTS

WALL STUD TYP

JAMB STUDSWHERE OCCUR

PROVIDE ADDITIONAL 3/8" DIATITEN HDW/ 1 7/8" NOMINAL EMBED (MAX2" HOLE DEPTH) IN SLOTSCLOSEST TO JAMB AT CONCDECK PERP. (1/4" DIA SMS W/STAND-OFF WASHERS AT BAREDECK AND AT CONC DECKPARALLEL)

#10 SMS W/ STAND-OFFWASHER EA FLANGE.INSTALL FASTENERSAT CENTER OF 1 1/2" SLOT

NOTE:1. DETAIL 2 ON THIS SHEET MAY BE USED AS AN ALTERNATE DETAIL.

2. IF WALL HEIGHT "H" EXCEEDS 14'-0", USE DETAIL

INSTALL FASTENERS ATCENTER OF SLOTS

LC

OFFSET

1/2" MAX PAF

OFFSET

1/2" MAX PAF

3" x 16GA PL@ 2'-8" OC

#10 SMS W/ STAND-OFFWASHERS @ 2'-8" OC

3/8" DIA TITEN HD W/ 1 7/8" NOMINALEMBED @ 2'-8" OC TYP. PROVIDEMAXIMUM 2" HOLE DEPTH(1/4" DIA SMS @ BARE DECK OR IFINSTALLED PRIOR TO CONC POUR)

BWALL PARALLEL

TO DECK FLUTESA

WALL PERPENDICULAR

TO DECK FLUTES

GA

P

1/2"

WALL STUD TYP

JAMB STUDSWHERE OCCUR

NOTE:1. INSIDE DIMENSION OF OUTER TOP TRACK TO BE 1/8" MORE THAN STUD WIDTH.

CAPPING TRACK

#10 SMS EA FLANGE

TOP TRACK

NO ATTACHMENT FROM TOPTRACK TO CAPPING TRACK

ADD 3/8" DIA EXP ANCHORW/ 2" EMBED IN SLOT CLOSESTTO JAMB AT CONC DECK PERP.(1/4" DIA SMS W/ STAND-OFFWASHERS AT BARE DECK ANDAT CONC DECK PARALLEL)

3" x 16GA PL@ 2'-8" OC


PAF W/ 1 1/4" EMBED@ 2'-8" OC, TYP(1/4" DIA SMS @ BARE DECK OR IFINSTALLED PRIOR TO CONC POUR)

OV

ER

LAP

3/4"

MIN

BWALL PARALLEL

TO DECK FLUTESA

WALL PERPENDICULAR

TO DECK FLUTES

GA

P1/

2"

MIN

GA

P

1/2"

1 1/

2"1

1/2"2-1/2"

ANCHORSRODS

3/16

PL 1/2"

DPLAN DETAIL

STUDS PERSCHEDULE (1/8)

TYP

C3x6 AT 4'-0" OCAND AT END OF WALL

1'-0" MIN

11"

8'-0

" M

AX

CONT 14GATOP TRACK

SLAB-ON-GRADE

#4 AT SPACING OFSLAB-ON-GRADE REINFW/ CLASS "B" LAP

LC

C8'-0" MAX WALL HEIGHT

B8'-0" MAX WALL HEIGHT

BOTTOM TRACK

3 1/2"

LC

CHANNEL

STUDS PER SCHED

STIFFCLIP EA STUDPER SCHEDULE

SLAB-ON-GRADE

5'-0

" M

AX

LC

1/2 EXP ANCHORAT EA STIFFCLIP

A5'-0" MAX WALL HEIGHT

BOTTOM TRACK

NOTE:1. STIFFCLIPS AS MANUFACTURED BY THE STEELNETWORK, INC.

OR APPROVED EQUAL. PROVIDE SCREWS FOR ATTACHMENT OFSTIFFCLIP TO STUDS TO OBTAIN MAXIMUM MOMENT CAPACITY OF

STIFFCLIP PRODUCT.

CL600-118H STIFFCLIPEA STUD W/ 1/2" A.B.

1'-0" MIN

11"

MIN

6" METAL STUD

SLAB-ON-GRADE

#4 AT SPACING OFSLAB-ON-GRADE REINFW/ CLASS "B" LAP

#4 BARS

LC

BOTTOM TRACK

8'-0

" M

AX

STIFF CLIP SCHEDULE

STUD WIDTH STIFFCLIP

3 5/8"4"6"

CL362-118HCL400-118HCL600-118H

2 1/

2"3

1/2"

CLR3"

EM

BE

D

8" M

IN

#4 BARS

CLR3"

EM

BE

D

8" M

IN

STUDS PER SCHED

STIFFCLIP EA STUDPER SCHEDULE

1/2" THREADEDROD W/ STD NUTSAND WASHERS ATEA STIFFCLIP

L3x3x1/4x1'-6" LONG AT EASTIFFCLIP ACROSS 2 DECKFLUTES MIN

1/16 1 1/2TYP

MA

X H

EIG

HT

NOTES:

1. STIFFCLIPS AS MANUFACTURED BY THE STEEL NETWORK, INC. OR APPROVED EQUAL.

PROVIDE SCREWS FOR ATTACHMENT OF STIFFCLIPTO STUDS TO OBTAIN MAXIMUM MOMENT CAPACITYOF STIFFCLIP PRODUCT.

2. L3X3 TO BE LOCATED PERPENDICULAR TODECK FLUTES AT EITHER DIRECTION OF DECK SPAN.

STIFF CLIP SCHEDULE

STUD WIDTH STIFFCLIP

3 5/8"4"6"

CL362-118HCL400-118HCL600-118H

BOTTOM TRACK

MAX HEIGHT

6'-0"6'-0"8'-0"

PATCH FIRE PROOFINGAS REQ'D

WF BEAM

1/16 1

EA SIDE OFFLANGE


16GA Z CHANNEL@ 2'-8" OC, HEIGHTAS REQ'D FOR FIREPROOFING (1 1/2" MIN)

TOP TRACK ANDFASTENERSPER

1 1/4"

3/4"

CONC SLAB

MAX2"

AT CONTRACTOR'SOPTION, USE 2-PAF INLIEU OF WELDING

GA

P

1/2"

BEAM PER PLAN

FOR TOP TRACKSEE

2-PAF @ 2'-8" OC

CONC SLAB

STUD PER

2-PAF TO CONC SLABOR 2-#10 SMS TO BARE DECKOR PLATE

TOP TRACKPER

JAMB STUD

L2X2X18GA X JAMB STUDWIDTH + 3" AT EA SIDE OFTOP TRACK W/ 2-#10 SMS TOTOP TRACK OUTSIDE OFJAMB STUD

NOTE:

SEE FOR WHERE OCCURS

3-#10 SELF TAPPINGSCREWS

DIAGONAL BRACE

PL 1/4"

WF BEAM

3/16

1

1 MIN

LC

1 MIN

1

3/16

WF BEAM PER PLAN

PL 1/4"

3-#10 SELF TAPPINGSCREWS

DIAGONAL BRACE

CONC SLAB

OF BEAM

NOTE:

1. SEE FOR BRACE TO BEAM BOTTOM FLANGE.

CEILINGSEE ARCH DWG

CEILING JOIST

METAL STUD BLKG@ 24" OC

#10 SMS EA STUDEA FLANGE

CONC WALL

16GA TRACKW/ PAFW/ 1 1/4" EMBED@ 24" OC

CEILINGSEE ARCH DWG

CEILING JOIST

#10 SMS EA STUDEA FLANGE

CONC WALL

14GA TRACKW/ PAFW/ 1 1/4" EMBED@ 16" OC

BDETAIL AT CONC WALL / COLUMN

ADETAIL AT CONC WALL / COLUMN

STUD ATTYP SPACING

3/8" DIA EXP ANCHORW/ 2 1/2 MIN EMBED

4" x 16GA STUD(400S125-54) @ 16" OC

1/16 1 1/2

TYP EA SIDEOF STUD

16GA TRACKW/ #10 SMSAT EA STUDEA FLANGE

3/8" DIA EXP ANCHORW/ 2" MIN EMBED TYPAT EA STUD

IN-PLACE BRACINGPER

6- #10 SMS

PL 7x3/16xCONT.

NOTE:

1. FOR INFO NOT SHOWN SEE

3" 3"

EQEQ

2"

MIN

4 1/

2" 2'

-0"

MA

X

CONC SLAB

APLAN AT TOP TRACK SPLICE

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:2

1 A

M




TYPICAL INTERIORMETAL STUD DETAILS

S7.06

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL INTERIOR TOP TRACK1 NOT TO SCALE

ALTERNATE INTERIOR TOP TRACK2

NOT TO SCALE

TYPICAL CANTILEVER STUD WALL AT SLAB-ON-GRADE5 NOT TO SCALE

TYPICAL CANTILEVER STUD WALL AT CONCRETE

FILL OVER STEEL DECK7

NOT TO SCALE

TYPICAL TOP TRACK AT WALL PARALLEL WF BEAM3 NOT TO SCALE

TYPICAL TOP TRACK AT WALL UNDER BEAM4

1 1/2" = 1'-0"8TOP TRACK REINF AT JAMB

1 1/2" = 1'-0"12BRACE TO WF BEAM BOTTOM FLANGE2

1 1/2" = 1'-0"11BRACE TO WF BEAM CONNECTION DETAIL2

1 1/2" = 1'-0"9CEILING JOIST FRAMING DETAILS2

1 1/2" = 1'-0"10UNBRACED SOFFIT2

8

-

6

S7.08

3

-

4

-

7

S7.08

8

S7.08

9

S7.08

6

-

B

C

6

-

C

C

3

-

8

-7

-

4

-

7

-

6

-

6

-

5

-

7

-

3

-4

-

11

-

1

-

1

-

2

-

3B

-

3A

-

A

LC

SUSPENDEDSTUDS PER

4"x 16GASTUDS@ 16" OC

IN-PLANEBRACINGPER

4" x 16GA STUD(400S162-43)@ 4'-0" OC W/ 3-#10SMS EA END (NOTREQ'D IF CLG/ SOFFITOCCURS & "L" < 4'-0")

BRACE TODECK PER

, ,

&

&

CLG/ SOFFIT FRAMINGAS OCCURS, SEE

MTL STUDWALL ASOCCURS

CONC SLAB

"L"

1-1.51

1 1/2" x 18GASTRAP TYP

TOP & BOTTOM, TYP

TOP TRACK STUDS

AWALL ELEVATION

TYP

"H"

1

1

NOTE:1 1/2"x 18 GA STRAP IS NOTREQUIRED WHEN "H" IS LESS THAN 3'-0".

CONT BENT PLSEE

CONC FILLWHERE OCCUR

1/16 1 1/2

EA ENDOF PL

(1/16) 1 1/2

EA ENDOF TRACK

SUSPENDEDSTUD

3"x3/16" PL@ 2'-0" MAX


1/16) 1 1/2 -24

EA SIDE OFTRACK


AWALL PARALLEL

TO DECK FLUTES

BWALL PERPENDICULAR

TO DECK FLUTES



SUSPENDED STUD

3"x3/16" PL@ 2'-0" MAX, TYP@1'-4" MAX IFSUSPENDED STUDSUPPORTS CLG/ SOFFIT



2-#10 SMS AT EA PL,SEE

3/8"Ø EXP ANCHOR W/2" MIN EMBED, TYPAT BARE DECK:2-#10 SMS, TYP

AT BARE DECK:2-#10 SMS, SEEAT CONC FILL:1-3/8" EXP ANCHORW/ 2" MIN EMBEDSPACING:2'-0" MAX, TYP1'-4" MAX IFSUSPENDED STUDSUPPORTS CLG/SOFFIT

SMS, TYP

MAX 1"

AWALL PARALLEL

TO DECK FLUTESB

WALL PERPENDICULAR

TO DECK FLUTES

CTRACK ATTACHMENT

TO PLATE UNDER SLAB

16GA BENT PL CONT1-#10 SMS EA LEGEA STUD / JOIST

SUSPENDED METALSTUD PER

IN-PLANE BRACINGPER

BRACINGPER

CEILING JOIST

METAL STUD

3 @ # 10 SMS2"

2"

&

2'-6"MAX 10'-0" MAX

.

10'-0" MAX

L1

JOIST PER

CANTILEVERJOIST ASOCCURS

LONGITUDINAL CEILINGBRACING ALONGCEILING JOIST PER

4"x16GA TRACKW/ #10 SMS TOEA STUD

4"x16GA TRACKW/ #10 SMS TOEA STUD

BRACE NOT REQ'DIF L1 < 4'-0"

METAL STUD WALLAS OCCURS

1 MIN3 MAX

1

TRANSVERSE CEILINGBRACING AT 10'-0" OC MAXALONG SUSPENDEDSTUD WALL PER

SUSPENDED STUD PER OR

MTL STUD BLOCKING ALONGCEILING BRACE LINES, TYP

NOTES:

1. JOIST AND TRACK DESIGNATIONS ARE BASED ON STEEL STUDMANUFACTURER'S ASSOCIATION (ICC ER-4943P).

2. DESIGN LOADS:DEAD LOAD = 9 PSF, LIVE LOAD = 10 PSF

3. SEE TYPICAL CEILING JOIST FRAMING DETAILS AND .

4. PROVIDE LONGITUDINAL AND TRANSVERSE BRACING PER .

NOMINALSIZE

3 5/8" x 20GA3 5/8" x 18GA

4" x 18GA6" x 18 GA8" x 16 GA

SSMA PRODUCTIDENTIFICATION

362S162-33362S162-43400S162-43600S162-43800S200-54

lxx (IN )

0.5510.7100.8922.3166.573

Sxx (IN )

0.3040.3920.4430.7721.499

SPACING(IN)1616161616

MAX. SPAN(FT)8'-6"

10'-0"12'-0"15'-0"18'-0"

REMARKS

INTERIOR METAL STUD CEILING JOIST SCHEDULE4 3 B

DETAILC

DETAIL

DIAG STRAP

#10 SMS EA STUD

STUD FLANGE

DIAG STRAP

TRACK

#10 SMS

3-#10 SMS

CEILING JOIST METAL STUD

3-#10 SMS

16GA BENT PL CONT1-#10 SMS EA LEGEA STUD / JOIST

SUSPENDED METAL STUD

CEILING JOIST

2"

2" CONT 16 GA PLOVER 3 FLUTES

SUSPENDEDSTUD

#10 SMS AT EASTUD, TYP

#10 SMS @ 8" OCAT EA FLUTE

STEEL DECK

STEEL DECK

SUSPENDEDSTUD

#10 SMS AT EASTUD, TYP

(1/16) 1 1/2

TRACK ATEA STUD

AWALL PARALLEL

TO DECK FLUTES

BWALL PERPENDICULAR

TO DECK FLUTES

(1/16) 1 1/2

TRACK ATEA STUD

NOTE: SEE FOR ALTERNATESCREWED CONN

NOTE: SEE FOR ALTERNATESCREWED CONN

AT CONTRACTOR'S OPTION,2-#10 SMS TO PL AT EA STUDIN LIEU OF WELDS TO PL

AT CONTRACTOR'S OPTION,2-#10 SMS TO DECK AT EASTUD IN LIEU OF WELDS TODECK

(1/16)TRACK TOSTUD

TRACKSTUD

JOISTBLKG

SIMPSON L30 AT 4" JOISTL50 AT 6" JOISTL70 AT 8" JOISTTYPICAL (2- #10 SMS PER LEG)

(1/16) 1 1/2-12TRACK TOBEAM

SIMPSON L30 AT 4" JOISTL50 AT 6" JOISTL70 AT 8" JOISTTYPICAL (2- #10 SMS PERLEG, 2-PAF TO BEAM)

TRACK

JOIST

BEAM

BLKG

STUD BLKG @ 24"

JOIST

3/16 3T&B

1/4" x 4" BENT PL @ 2'-8"

TRACK

BEAM

JOIST AT WALLW/ #10 SMS@ EA STUD

SIMPSON L30 AT 4" JOISTL50 AT 6" JOISTL70 AT 8" JOISTTYPICAL (2- #10 SMS PERLEG, 2-PAF TO BENT PL)

JOIST

DJOIST PARALLEL TO WALL

cJOIST INTO WALL

AJOIST INTO BEAM

BJOIST INTO BEAM

3

16GA HORIZ STUD @ 16" OC,HEIGHT AS REQ'D FORFIRE PROOFING ALIGNW/ STUD

(1/16) 1 1/2EA STUD

16GA TRACKW/ #10 SMSAT EA FLANGEEA STUD

2 1/2"MIN

(1/16) 1 1/2

TRACK ATEA STUD

NOTE:WHERE TRACKIS WIDER THANBEAM BOTTOMFLANGE, USE

MAX

1"

(1/16) 1 1/2-3TRACK AT

EA STUD

BWALL UNDER BEAM

AWALL UNDER BEAM

(1/16) 1 1/2EA STUD

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:2

5 A

M




TYPICAL INTERIORSOFFIT AND CEILINGDETAILS

S7.07

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL STUD BRACING7

1" = 1'-0"4

TYPICAL SUSPENDED AT CONCRETE

SLAB STUD - WELDEDNOT TO SCALE

TYPICAL SUSPENDED STUD AT CONCRETE

SLAB - SCREWED3

NOT TO SCALE

TYPICAL SOFFIT CONNECTIONS6

NOT TO SCALE

TYPICAL INTERIOR CEILING FRAMING1

NOT TO SCALE

METAL STUD CEILING JOIST SCHEDULE5 NOT TO SCALE

TYPICAL IN-PLANE BRACING8

NOT TO SCALE

TYPICAL JOIST TO STUD CONNECTION9 NOT TO SCALE

TYPICAL SOFFIT CORNER10 NOT TO SCALE

TYPICAL SUSPENDED STUD AT STEEL DECK11

NOT TO SCALE

TYPICAL CEILING FRAMING CONNECTIONS2

NOT TO SCALE

TYPICAL SUSPENDED STUD AT WF BEAM12

2

-

1

S7.05

D

B

A

1

S7.05

A

A

1/2" TYP

3/4"

1/2"3/4"

NOTES:

1. DETAIL MAY BE USED AS AN ALTERNATE.

2. IF STUD DEPTH IS GREATER THAN 6", USE DETAIL .

3. AT CONTRACTOR'S OPTION, IN LIEU OF 16GA CRC, USE EITHER OF (WITH SCREWS PER MANUFACTURER'S REQUIREMENTS):

A. BRIDGECLIP BY THE STEEL NETWORK.B. SUBH/MSUBH BRIDGING CONNECTOR BY SIMPSON STRONG-TIE.

LATERAL BRACING SPLICE:12" LONG CRC INVERTEDOVER CENTER OF SPLICEW/ 3-#8 SMS EA SIDE OF SPLICE

WALL STUD TYP

LATERAL BRACING:CONT 16GA COLDROLLED CHANNEL(CRC)

WHERE BRACING TERMINATES ATBUILT-UP JAMB, EXTEND CRCINTO PUNCH-OUT

2"x2"x16GA CLIPANGLE, 1/2" LESSTHAN STUD WIDTHW/ 4-#8 SMS TYP

1/2"1 1/2"

2

-

3" +/-

20 GA MIN TRACK BLOCKING , CLIPFLANGE AND BEND,INSTALL @ 8'-0" OCHORIZ, COORDINATE W/PIPES AND CONDUITS 2-#10 SMS TYP

SPLICE STRAP ATBLKG AS REQ'D

4-#10 SMS, STRAPTO BLOCKING TYP

TAUT FLAT STRAP EASIDE 18GA x 1 1/2 MIN

1-#10 SMS EA STUD NOTE: FLAT STRAP BRIDGING MAY BEOMITTED ON EITHER SIDE OF STUDWHERE GYPSUM OR LATH ORPLYWOOD IS PROVIDED ANDATTACHED WITH FASTENERS AT 12"OC MAX ALONG THE FULL HEIGHT OFEACH WALL STUD

#10 SMS @ 32"STUD TO STUDTYP

TRACK TYP

STUD, TYP


TRACK TYP

STUD, TYP


TRACK TYP

STUD, TYP

APLAN VIEW

1" MINAT ENDS

3-#10 SMSEA STUD

16GA x 4"STRAP

STUDS PER SCHEDSEE

NOTES:

1. USE FOR MISC ITEMS (EG SURFACE MOUNTED MIRROR, WASTERECEPTACLE, TOWEL DISPENSERS, WALL MOUNTED DOOR STOP,ETC.) MAX WT 40 LB/LIN FT LOAD.

2. VERIFY NUMBER, LENGTH, HEIGHT AND LOCATION OF BACKING PLATEREQUIRED WITH ACCESSORY MANUFACTURERS.

3. USE #12 SHEET METAL SCREWS MIN WHEN ATTACHING ITEM TO BACKING.

4. SEE 10/- FOR ALTERNATE BACKING PLATE DETAIL.

DBL STUDSWHEN STUDISSUPPORTINGBACKING ONBOTH SIDES

600T 150-68NOTCHED TRACK

16GA STUDSAT BACKING

1/16EA STUD

NOTES:

1. USE FOR UPPER WALL HUNG CABINETS, FULL HEIGHT CABINETS, GRAB BARS,HANDRAILS, WALL HUNG EQUIPMENT ETC. MAX WT 300LBS/LIN FT.

2. LENGTH, HEIGHT AND LOCATION TO SUIT ITEMS BEING FASTENED. SEE ANCHORAGEDETAIL OF SPECIFIC ITEMS FOR ADDITIONAL INFORMATION.

3. ATTACH TO THREE STUDS MIN (DBL STUD COUNTS AS ONE STUD).

4. USE #12 SHEET METAL SCREWS MIN WHEN ATTACHING ITEMS.

5. SEE 11/- FOR ALTERNATE BACKING STUD DETAIL.

1/4" MAXGAP

1/2" LONG BEND 90° @ ENDS

1/16 1 1/2-8

600L150-68x1'-6"

3-#10 SMS

DIAGONAL BRACE

PL 1'-6" x 3/16"(MAY BE OMITTED WHEREANGLE ALIGNS W/ LOW FLUTE)

1/16 1 1/2-8

600L150-68x1'-6"


4-#10 SMSSTEEL DECK

STEEL DECK

3-#10 SMS

DIAGONAL BRACE

DWELD OPTION

ASCREW OPTION

BSCREW OPTION

CWELD OPTION

1/16 1 1/2LOW FLUTES

600L150-68

3-#10 SMS

DIAGONAL BRACE

2-#10 SMSEA FLUTE

STEEL DECK

600L150-68

3-#10 SMS

DIAGONAL BRACE

STEEL DECK

BWELD OPTION

ASCREW OPTION

600L150-68x1'-6"

3-#10 SMS

DIAGONAL BRACE


1' - 0"

4-3/8" EXP ANCHORW/ 2 1/2" MIN EMBED

3" 3"

CONC SLAB

A

1/16 1 1/2-8

600L150-68

3-#10 SMS

DIAGONAL BRACE

2-3/8" EXP ANCHORW/ 2 1/2 MIN EMBEDCL FLUTE AND

EXP ANCHOR TYPCONC SLAB

NOTES :

1. USE FOR MISC ITEMS (EG SURFACE MOUNTED MIRROR, WASTERECEPTACLE, TOWEL DISPENSERS, WALL MOUNTED DOOR STOP,ETC) MAX WT 40 LB/LIN FT POINT LOAD.

2. VERIFY NUMBER, LENGTH, HEIGHT AND LOCATION OF BACKING PLATEREQUIRED WITH ACCESSORY MANUFACTURERS.

3. USE #12 SHEET METAL SCREWS MIN WHEN ATTACHING ITEM TO BACKING.

3/4"TYP

EQ

MIN W-2

CUT FLGS OF TRACK& BEND WEB

TRACK BLOCKINGW/ 1 1/2" FLGS TO MATCHGAGE OF STUDS

2 - #8 SMS

W

METAL STUDSPER

TYP

3"

TY

P

1"

14GA CLIP ANGLE

2 - #8 SMS

3/4" 3/4"

TRACK BLKG

METAL STUD

2 - #8 SMS

APLAN DETAIL

NOTES :

1. USE FOR UPPER WALL HUNG CABINETS, FULL HEIGHT CABINETS, GRAB BARS,HANDRAILS, WALL HUNG EQUIPMENT ETC. MAX WT 300LBS/LIN FT.

2. LENGTH, HEIGHT AND LOCATION TO SUIT ITEMS BEING FASTENED. SEE ANCHORAGEDETAIL OF SPECIFIC ITEMS FOR ADDITIONAL INFORMATION.

3. ATTACH TO THREE STUDS MIN (DBL STUD COUNTS AS ONE STUD).

4. USE #12 SHEET METAL SCREWS MIN WHEN ATTACHING ITEMS.

3/4"TYP

1/2"

MIN 3/4 W

CUT FLGS OF STUD& BEND WEB

16 GA. STUD BLOCKINGW/2" FLANGES TO MATCHDEPTH OF STUD WALL

2 - 1/4" SMS, TYP

W

METAL STUDSPER TYP

2 1/4"MIN

STUD CLIP 250S162-54,CUT FLGS & BEND WEB.

DBL STUDS WHEN STUDIS SUPPORTING BACKINGON BOTH SIDES

1

S7.05

TY

P

1/2"

STUD CLIP

2 - 1/4" SMS

3/4" 3/4"

STUD BLOCKING

METAL STUD

APLAN DETAIL

2 1/4" SMS

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 9

:41:2

9 A

M




TYPICAL METAL STUDDETAILS

S7.08

01.12.2015

1089-0001

DSA SUBMITTAL

NOT TO SCALE

TYPICAL BRIDGING1 NOT TO SCALE

ALTERNATE BRIDGING2

NOT TO SCALE

TYPICAL WALL CORNERS AND INTERSECTIONS5

NOT TO SCALE

TYPICAL BACKING PLATE3 NOT TO SCALE

TYPICAL BACKING STUD4

NOT TO SCALE

TYPICAL BRACE AT STEEL DECK WITHOUT

CONCRETE PARALLEL TO DECK FLUTES9

NOT TO SCALE

TYPICAL BRACE AT STEEL DECK WITHOUT CONCRETE

PERPENDICULAR TO DECK FLUTES8NOT TO SCALE

TYPICAL BRACE AT STEEL DECK WITH CONCRETE

PARALLEL TO DECK FLUTES7NOT TO SCALE

TYPICAL BRACE AT STEEL DECK WITH CONCRETE

PERPENDICULAR TO DECK FLUTES6

1" = 1'-0"10ALTERNATE BACKING PLATE

1" = 1'-0"11ALTERNATE BACKING STUD

HSS5X5X1/4

HSS5X5X1/4

CL OFDEMO'ED WALL

HSS5X5X1/4

HSS5X5X1/4

2' -

0"

(E) 6x8

(E) 6x8

HSS5X5X3/8HSS5X5X3/8

2' -

0"

1' - 8"

2' -

0"

2' -

0"

2' - 7 1/2"1' - 6 1/2"2' - 8"

1' - 8"

2' -

0"

2' -

0"

2' -

0"

2' -

0"

(E) 6x8

(E) 6x8

HSS5X5X3/8HSS5X5X3/8

2' - 8" 1' - 6 1/2" 2' - 7 1/2"

CL OFDEMO'ED WALL

8

WS4.05TYP

8

WS4.05

TYP

WS4.05

6 OH

WS4.05

6 OH

WS4.05

6

WS4.05

6

EE

E

E

E

E

E E

6 1/2" TO CLOF WALL

5 1/ 4"

ADD`L FOOTING 2'-0" THICKTYP AT INTERIOR HSS.MATCH BOTTOM OF (E)FOOTINGS.DOWEL INTO (E)STRIP FOOTINGS.

5 1/ 4"

1

1

AA

BB

CC

DD

2

2

3

3

4

4

W24X62 W24X62

W24X62 W24X62

8x12

8x12

(E)

6x10

(E)

6x10

(E)

6x10

(E)

6x10

(E)

6x10

(E)

6x10

(E)

2x12

@ 1

6" O

C

(E)

2x12

@ 1

6" O

C

(E)

2x12

@ 1

6" O

C

(E)

2x12

@ 1

6" O

C

(E)

2x12

@ 1

6" O

C

(E)

2x12

@ 1

6" O

C

(E)

2x12

@ 1

6" O

C(E

) 2x

12 @

16"

OC

(E)

2x12

@ 1

6" O

C

7

WS6.00

4A

S5.01

TYP

TYP

4A

S5.01TYP

WS6.00

8 TYP @ MEZZ

TYP @ CLG9

WS6.00

1

1

AA

BB

CC

DD

2

2

3

3

4

4

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 1

0:5

3:2

9 A

M




WELLNESS CENTER (E)FOUNDATION ANDROOF FRAMING PLAN

WS2.04

12.22.2014

1089-0001

90% CONSTRUCTIONDOCUMENTS

1/8" = 1'-0"

(E) FOUNDATION PLAN1

1/8" = 1'-0"

(E) ROOF FRAMING PLAN2

-

-

a

4

-

-

-

-

-

-

-

-

-

-

-

4

WS6.01

9A

-

9B

-

EQ

EQ

MIN

4"

12" MINTYP AT

ALL BARS

5"

(E) SLABREINF BARS

SLAB REINF#4 @ 12" OC EW

CONC SLAB (f'c= 3000 PSI)

15 MIL VAPOR BARRIER

#4 EPOXY DOWELS @ 12" OCINTO (E) CONC AT NEW CONCSLAB TESTING OF THESEDOWELS IS NOT REQD

(E) CONC SLAB

a

(E) CONC SLAB CONC FIELD BEND DOWELONE TIME AS REQD

SLAB DEPRESSIONS.A.D.

b

cSLAB REPAIR DETAIL

EQ

EQ

AS REQ'D

SAWCUTTYP #4 @ 12" OC INTO (E)

SLAB W/ EPOXY GROUT,TYP PER S1.1

(E) SUBGRADE

FOR SUBGRADESEE

VAPOR BARRIER

#4 @ 12" OCEA WAY

FOR INFO NOTNOTED, SEE

MIN6"

MIN

6"

6' - 0" MAX

3'-0

" M

AX

MIN

4"

LEAN CONC1500 PSI

(E) FOOTING ORGRADE BEAM

NOTES:1. NOT TO BE LOCATED WITHIN 3'-0" OF COLUMN OR

LOAD BEARING POST.

2. COORDINATE WITH ELECTRICAL WORK.

OPENING

SAWCUT INSTRUCTIONS

1. CORE 4" DIA HOLES AT NEW OPENING CORNERS.

2. SAWCUT BETWEEN CORE HOLES. DO NOT OVERCUT AT CORNERS.

3. WHERE REQUIRED, CHIP OUT REMAINING CONCRETE TO THE CORNERS WITH SMALL TOOLS.

4. WHERE SAWCUT SURFACES WILL BE CONCEALED, COAT ENDS OF REBAR WITH CORROSION RESISTANT PAINT, RUSTOLEUM OR EQUAL.

5. WHERE SAWCUT SURFACES ARE EXPOSED, BURN OFF ENDS OF REBAR 1" BELOW SURFACE AND PATCH AS FOR FORM TIES.

a

D2D1

MIN

8"

MIN3"

(E) CONCRETE

LARGER OF D2 OR L1BUT NOT LESS THAN 8"

LARGER OF D1 OR D2BUT NOT LESS THAN 8"

FACE OF(E) OPENING

bSPACING REQUIREMENTS FOR MULTIPLE CONCRETE WALLAND SLAB PENETRATIONS 10" DIA AND 10" SQ OR LESS

L1

D=4"

NOTE: FOR FURTHER INFOSEE

MIN CLR COVER BTWN (E)REBAR & EDGE OF OPNG:-WHERE CONC IS EXPOSEDTO WEATHER 2"-CONC NOT EXPOSED TOWEATHER 1"

DRILLED OR COREDOPNG

CONTRACTOR LOCATE(E) REBAR BY X-RAYOR OTHER MEANS

(E) CONC WALL

NOTES:1. SEE NOTE 6 UNDER HEADING "L EXECUTION" ON SHEET SXX.XX FOR FURTHER INFORMATION.

2. SEE 3/- FOR INFORMATION ON MULTIPLE PENETRATIONS.

4"

8"

0' - 0"

SLAB DEPRESSIONS.A.D.

SAWCUT & REMOVE(E) CONC SLAB

SLAB REINF PER.

#5 EPOXY DOWEL@ 36" OC FIELDBEND ONE TIMEAS REQD

(E) FTG

15 MIL VAPOR BARRIER

NOTE:DO NOT DAMAGE(E) FTG REINF

MIN2"

SILL

5/8"DIA ANCHOR BOLT@ 32" OC MAX SET IN EPOXYFOR MORE INFO SEE

5/8"DIA AB, SET IN EPOXYIF (E) ANCHOR BOLT GREATERTHAN 12" FROM SILL PLATE CUT

(E) CURB

(E) SLAB

#4 BARS

#3 DOWELS @ 12" OCSET INTO 3" DEEP HOLESIN (E) SLAB W/ EPOXY1 EA END OF CURB, MIN

SAWCUTCURB & DOWELSPER

NOTE:FOR MORE INFOSEE &

1/4TYP

C OFLHSS &BASE PL

(E)FTG

1 1/2" NON SHRINKGROUT

HSS PER PLAN

(E) WOOD WALL

SOG

BELEVATION

APLAN

MIN

1' - 0"

(2) 3/4" DIA A.R.W/8"EMBED

1 1/

2" T

YP

1 1/

2"

HSS PER PLAN

3/8" PL.WASHER 2" SQ.

3/4" BASE PL-x6x11"W/OVERSIZE HOLES

PER PLAN

1/4 (E) POST PER PLAN

(E) WALL IN WOOD

C WALLL

6" MIN

V.I.F.(E) SOG

V.I.F.(E) SOG

SEE @SOG. TYP5

WS4.05

PROVIDE NAILERS @ HSSPER AS ROQ`D4

WS6.01

3" C

LR

(6) # 7 BARS EA. WAYDRILL & EPOXY PER NOTEPA-9 ON NOTE S1.02. DONOT CUT (E) REBAR

MIN

4"

(E) SOG

PROVIDE NAILERS NEAR FACE& FAR OF HSS PER AS REQ.

HSS POST PER PLAN

CL OF HSS & WOOD WALL

1 1/2" NON SHRINK GROUT PERSPEC 033000.

DRILL & EPOXY PILASTERVERT BARS INTO (E) SOG.W/6" EMBED MIN. EPOXYPER NOTE PA-9 ON S1.02DO NOT CUT (E) REBAR.

(E) SOG

(E) FTG

(E) CONC. WALL

1 1/

2"1

1/2"

3/4" THK. BASE PL.x6"W/ OVERSIZED HOLES

CL OF HSS & BASE PL.

(2)3/4" DIA. THRD. RODW/6" EMBED MIN. DRILL &EPOXY PER NOTE PA-9 ONS1.02 DO NOT CUT (E) REBAR

3/16

3/8"x2" SQ PL.WASHER

1/43 SIDES

4"

1' -

4"

TYP4" EMBED

(E) CONC. WALL

C OF PLASTER

AND HSS ABOVEL

PLASTER

#4 U-BAR@6" O.C.DRILL & EPOXY PER NOTE PA-9 ONS1.02 DO NOT CUT (E) REBAR

(2) # 6 VERT.

ROUGHEN INTERFACE TO1/4" AMPLITVDE

APLAN

BPLAN

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 1

0:5

3:3

0 A

M




CONCRETE RETROFITDETAILS

WS4.05

12.22.2014

1089-0001


NOT TO SCALE

DETAIL FOR REMOVAL AND REPLACEMENT OF (E) CONC SLAB1 NOT TO SCALE2

TYPICAL CONDUIT OR PIPE UNDER (E) FOOTINGNOT TO SCALE3

TYPICAL SAWCUT AND PENETRATIONS IN EXISTINGCONCRETE WALLS

NOT TO SCALE4TYPICAL (E) CONCRETE WALL PENETRATION DETAIL

1 1/2" = 1'-0"5(N) SLAB AT (E) FOOTING

1 1/2" = 1'-0"7CURB REPAIR

1 1/2" = 1'-0"

HSS BASE DETAIL6

1 1/2" = 1'-0"

HSS ON (E) PERIM WALL8 1 1/2" = 1'-0"

HSS BASE & PILASTER9

2

-

3A

-

3B

-

a

A

B

-

-

A

B

C

A

-

-

A

TYPICAL (E) FRAMINGMEMBERS

(E) HEADER JOIST

(E) FRAMING

FRAMING MEMBERSWITH "HU" JOIST HANGERTYPICAL, SIZE & SPACINGTO MATCH (E)

FRAMING MEMBERW/ 16d @ 6" OC STAGGEREDSIZE TO MATCH (E) JOIST

(E) OPNG

2x BLKGW/ 3 16dEA BLK

ROOF PLYPER

4'-0

" M

AX

4'-0" MAX

PLYWOOD PANEL,FACE GRAIN PER-PERPENDICULAR TOJOIST

(E) JOIST, TYP

(E) BLOCKING ATPANEL EDGES OR3x4 BLOCKINGWHERE REQUIRED

8d @ 8" OCFN AT ALLINTERMEDIATESUPPORTS

ROOF PLYWOODSHEATHING, GRADEPER S0-002, THICKNESSTO MATCH (E)

8d @ 4" OCEDGE NAILING, TYP

(E) CONTINUOUSPANEL JOINT

NOTE:1. FOR 8d NAILS, PROVIDE 1 1/2" MIN PENETRATION INTO FRAMING.

AJOINT PERPENDICULAR

TO FRAMING MEMBER

LC SYMM

LC BLKG

PLYWOOD

(E) ROOF RAFTER

ENENEN ATBLKG

(E) PLYWOOD

(E) 2x4 BLKG OR3x4 BLKGWHERE REQUIRED

LC SYMM

LC FRAMINGMEMBER

PLYWOOD

(E) ROOF RAFTER

EN(E) EN(E) PLYWOOD

bJOINT PARALLELTO FRAMING MEMBER

LC SYMM

3/8" MIN EDGEDISTANCE

(E)

NOTE:SEE DETAIL FORNOTES NOT SHOWN

VOLUNTARY LATERAL FORCE RESISTING SYSTEM MODIFICATIONS

MODIFICATIONS TO THE FOLLOWING ELEMENTS ARE DESIGNED PER 2010 CALIFORNIAADMINISTRATIVE CODE SECTION 4-309(d) AND 2010 CBC PART 2, VOL. 2 SECTION 3417.11AND 3419.12:

1. PLYWOOD SHEAR WALLS AS SHOWN IN THE STRUCTURAL PLANS.

2. SILL BOLT CONNECTIONS SHOWN IN THE STRUCTURAL PLANS.

3. HOLDOWNS SHOWN IN THE STRUCTURAL PLANS.

4. COLLECTOR ELEMENTS SHOWN IN THE STRUCTURAL PLANS.

A FULL SEISMIC UPGRADE OF THE BUILDINGS IS NOT INTENDED NOR REQUIRED. THISPROJECT CONSISTS OF PARTIAL UPGRADES AS INDICATED ON THE FOLLOWINGDRAWINGS, TOIMPROVE THE RESISTANCE OF SEISMIC LOADS IN THE BUILDINGS. THEWORK DOES NOT BRING THE BUILDINGS INTO FULL COMPLIANCE WITH THE 2010 C.C.R.,TITLE 24, PART II, CALIFORNIA BUILDING CODE.

THE SEISMIC REQUIREMENTS OF CHAPTER 34 FOR EXISTING BUILDINGS HAVE NOT BEENCHECKED TO DETERMINE IF THESE STRUCTURAL MODIFICATIONS MEET CBCREQUIREMENTS: THE MODIFICATIONS PROPOSED ARE TO A DIFFERENT SEISMICPERFORMANCE STANDARD THAT WOULD BE REQUIRED IN SECTION 3419 IF THEY WERENOT VOLUNTARY AS ALLOWED IN SECTION 3419.12.

BA

BLK

2x STUDS @16" OC, MATCH(E) STUD DEPTH

2x W/16d @ 6"OC

2x PTDF SILL

3-16d EABLK

SEE

(E) HEADER

AT

EX

TE

RIO

R

(E)

CU

RB

B

A

(E)

PLY

PLY

PLY(E) PLY

SEEFOR NAILING

2x STUDS @16" OC, MATCH(E) STUD DEPTH

2x W/16d @ 6"OC

8d @ 12"OCAT PLY

8d @ 4"OCAT PLYEDGE

(E) FOOTING

#4 @ 24" OC MAXSET IN EPOXY, SEE S0-002

1-#4 BAR

3x PTDF SILL5/8" DIA BOLTS @ 24" OC MAX

CONCCURB SEE

2x W/16d @ 6"OC

THICKNESS TO MATCHEXISTING

WALL PLY THICKNESSTO MATCH (E)

C

8d @ 4"OC

WF BM NAILER & BACKERBLOCK PER

(E)PLY8d@ 4" O.C.

WF BEAM PER PLAN

(E) 2X ROOF JOIST,CUT BACK,TYP

SHORE

FACE MOUNT HANGERPER 7

WS6.01

4

WS6.01

(E)PLY(9)16d TYP

MEZZ.V.IF.

1" TYP

1/2" TYP

HSS PER PLAN 2X10 BLKG W/SIMPSON A35EA. FACE, EA. END,TYP

(E) LEDGER

(E) 6X8

(E) PLY

3/16 3TYP

(2) SIMPSON ST22

(4)#12 SMS,TYP.PRE-DRILL PL

HSS PER PLAN

1/4" PL, 3"X5"

WOOD SHIM TOFIT GAP 7 1/2"WIDE X 10" HIGHW/(8)16d INTO (E) 6X8

(E) JOISTS

HSS, 6X8

BSECTION

APLAN

1 3/8" TYP

.

HSS PER PLAN

1/4" PL, 3"X5"

12 GA STRAP X 1 1/4" WIDE

(E) CLG. JOIST

(3)#12 WOOD SCREW W/1 1/2" PENETRATION INTO (E) HDR,TYP

(E) 6X8

(2)#12 SMS,TYP.PRE-DRILL PL

HSS PER PLAN

WOOD SHIM TOFIT GAP 7 1/2"WIDE X 10" HIGHW/(8)16d INTO (E) 6X8

3/16 3TYP

1 1/2" TYP

(E)HDR

(E) PLY

(E) CLG. JOIST

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 1

0:5

3:3

2 A

M




WOOD RETROFITDETAILS

WS6.00

12.22.2014

1089-0001


1" = 1'-0"1INFILL OF (E) OPENING IN DIAPHRAGM

1/2" = 1'-0"2PLYWOOD SHEATHING AT ROOF

1 1/2" = 1'-0"3PLYWOOD NAILING

NOT TO SCALE4VOLUNTARY SEISMIC UPGRADE NOTE

NOT TO SCALE6IN-FILL OF (E) OPENINGS IN NON-SHEAR WALLS

NOT TO SCALE5IN-FILL OF (E) OPENINGS IN SHEAR WALLS

1" = 1'-0"

WF BEAM AT ROOF7

1" = 1'-0"

HSS TO MEZZANINE8 1" = 1'-0"

HSS TO CEILING9

A B

FOOTNOTES:

A. USE COMMON WIRE NAILS EXCEPT WHERE OTHERWISE STATED.

B. NAILS SPACED AT 6 INCHES ON CENTER AT EDGES. 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6INCHES AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL

PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO CBC (IBC) SECTION 2305. NAILS FORWALL SHEATHING MAY BE COMMON, BOX OR CASING.

C. COMMON OR DEFORMED SHANK. (6d-2", 8d-2 1/2", 10d-3")

D. COMMON. (6d-2", 8d-2 1/2", 10d-3")

E. DEFORMED SHANK. (6d-2", 8d-2 1/2", 10d-3")

F. CORROSION-RESISTANT SIDING OR CASING NAILS CONFORMING TO THE REQUIREMENTS OF SECTION2304.9.5.

G. FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER ATINTERMEDIATE SUPPORTS, WHEN USED AS STRUCTURAL SHEATHING SPACING SHALL BE 6 INCHES ONCENTER ON THE EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS FOR NON STRUCTURALAPPLICATIONS.

H. CORROSION-RESISTANT ROOFING NAILS WITH 7/16" INCH-DIAMETER HEAD AND 1 1/2"-INCH LENGTH FOR1/2"-INCH SHEATHING AND 1 3/4"-INCH LENGTH FOR 25/32-INCH SHEATHING CONFORMING TO THEREQUIREMENTS OF SECTION 2304.9.5.

I. CORROSION-RESISTANT STAPLES WITH NOMINAL 7/16-INCH CROWN AND 1-1/8-INCH LENGTH FOR 1/2-INCHSHEATHING AND 1 1/2-INCH LENGTH FOR 25/32-INCH SHEATHING CONFORMING TO THE REQUIREMENTS OFSECTION 2304.9.5.

J. CASING OR FINISH NAILS SPACED 6-INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS.

K. PANEL SUPPORTS AT 24". CASING OR FINISH NAILS SPACED 6" ON PANEL EDGES, 12" AT INTERMEDIATE SUPPORTS.

L. FOR ROOF SHEATHING APPLICATIONS, 8D NAILS ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURALPANELS.

M. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH.

N. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES ATINTERMEDIATE SUPPORTS.

O. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FORSUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATESUPPORTS FOR ROOF SHEATHING.

P. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS.

Q. FOR ROOF JOISTS AND RAFTERS, MINIMUM NAILING PER CBC (IBC)TABLE 2308.10.4.1.

R. FOR ROOF SLOPES 3:12 OR GREATER IN WHICH CEILING JOISTS SERVE AS A TIE FOR ROOF RAFTERS,MINIMUM NAILING OR HOLDOWN STRAPSMUST BE ADEQUATE TO WITHSTAND MINIMUM WIND UPLIFT PERCBC (IBC) TABLE 2308.10.1.

S. AT 3X SOLE, 2-20D END NAILS SHALL BE USED IN PLACE OF 2-16D END NAILS.

CONNECTION

Joist to sill or girder, toenail1.

NAILINGa,m

3-8d

Bridging to joists, toenail each end2. 2-8d

1" x 6" subfloor or less to each joist, face nail3.

Wider than 1" x 6" subfloor to each joist, face nail4. 3-8d

2" subfloor to joist or girder, blind and face nail5. 2-16d

Sole plate to joist or blocking, typical face nailSole plate to joist or blocking, at braced wall panels

6. 16d at 16" OC3-16d per 16"

Top plate to stud, end nail7. 2-16d

Stud to sole plate8.

Double studs, face nail9. 16d at 24"OC

2-8d

Double top plates, typical face nail10.

4-8d, toenail or2-16d, end nail

(s)

Blocking between joists or rafters to top plate, toenail11. 3-8d

Rim joist to top plate, toenail12.

Top plates, laps and intersections, face nail13. 2-16d

Continuous header, two pieces14.

16d at 16"OC UON

8d at 6" OC

16d at 16" OCalong each side

Ceiling joists to plate, toenail15. 3-8d

Continuous header to stud, toenail16.

Ceiling joist, laps over partitions, face nail17. 3-16d

Ceiling joists to parallel rafters, face nail18.

Rafter to plate, toenail19. 3-8d

4-8d

q

3-16dq

r

1" brace to each stud and plate, face nail20. 2-8d

1" x 8" sheathing or less to each bearing, face nail21.

Wider than 1" x 8" sheathing to each bearing, face nail22. 3-8d

Built-up corner studs23.

Built-up girder and beams24.

3-8d

16d at 24" OC

20d at 32" OC face nail attop & bottom & staggeredon opposite sides 2-20dface nail at ends

2" planks25. 16d at each bearing

Collar tie to rafter, face nail26.

Jack rafter to hip, toenailJack rafter to hip, facenail

27. 3-10d2-16d

28.

Joist to band joist, face nail29. 3-16d

3-10d

Ledger strip, face nail30. 3-16d each stud

Wood structural panels and particleboardSubfloor, roof and wall sheathing (to framing):1/2" and less19/32" - 3/4"7/8" - 1"1 1/8" - 1 1/4"Combination subfloor-underlayment (to framing):3/4" and less7/8" - 1"1 1/8" - 1 1/4"

31.

6d8d or 6d8d10d or 8d

6d8d10d or 8d

Roof rafter to 2-by ridge beam, toenailRoof rafter to 2-by ridge beam, face nail

2-16d2-16d

b

cd ee d e

ee d e

Panel siding (to framing):1/2" or less5/8"

32.6d8d

ff

Fiberboard Sheathing:1/2"

25/32"

33. g

No 11 ga6dNo 16 ga

No 11 ga8dNo 16 ga

hd i

hd i

Interior paneling1/4"3/8"

34.4d6d

jk

JOIST SIZE

2x4

JOIST TO WOOD BEAM

HANGER SCHEDULE

TYPICALHANGER

HU24TF

FASTENERSINTO NAILER

6-16dx2-1/2" HU24TF

FASTENERSINTO NAILER

6-16dx2-1/2"

TYPICALHANGER

LUS24

FASTENERSINTO SUPPORT

4-10dx1-1/2"

SKEWED AND/ORSLOPED HANGER

SKEWED AND/ORSLOPED HANGER

U24

FASTENERSINTO SUPPORT

4-10dx1-1/2"

2x6 LB26 4-16dx2-1/2" LBV, W=1-9/16 6-16dx2-1/2"LUS26 4-10dx1-1/2" U26 6-10dx1-1/2"

2x10 LB210 4-16dx2-1/2" LBV, W=1-9/16, H=9-1/4 6-16dx2-1/2"LUS210 8-10dx1-1/2" U210 10-10dx1-1/2"

2x8 LB28 4-16dx2-1/2" LBV, W=1-9/16, H=7-1/4 6-16dx2-1/2"LUS28 6-10dx1-1/2" U26 6-10dx1-1/2"

4x8 HW48 4-10dx2-1/2" HW48 4-10dx2-1/2"HU48 14-16d HU48 14-16d

HU6814-10dx1-1/2" 14-10dx1-1/2" HW68 4-10dx2-1/2" HW68 4-10dx2-1/2"

10-10dx1-1/2"2x12 LUS210

6x8 HU68

U2108-10dx1-1/2"

HU46TF 10-16d HW46 4-10d

HU66TF 10-16d HW66 4-10d12-16d6x6 HU66

4x6 HU46 12-16d

HU66 12-16d

HU46 12-16d

3x NAILER

HANGERBACKERBLOCK

JOIST

3x NAILER

JOIST

HANGER

JOIST TO STEEL WF BEAM

NOTES:1. PROVIDE AND INSTALL NAILS INTO JOIST PER HANGER MANUFACTURER'S INSTRUCTIONS. FILL ALL HOLES TO ACHIEVE MAXIMUM VALUES AS SPECIFIED BY MFR.

2. TYPICAL HANGERS MAY BE USED UP TO 5° SKEW AND/OR 1/2":12 SLOPE. OTHERWISE PROVIDE SKEWED AND/OR SLOPED HANGERS.

3. SEE DETAIL 4 ON THIS SHEET FOR TYPICAL ATTACHMENT OF NAILERS AND BACKER BLOCK TO WIDE FLANGE BEAMS.

HANGER

SUPPORT

JOIST

HANGER

JOIST

SUPPORT

GLT HANGER

GLB PER PLAN

3/16 2 1/2

1/4

3 SIDESTYP

3/8 STIFF PL,CTR ON HANGER

NOTE:1. INSTALL NAILS INTO GLB BEAM PER HANGER MANUFACTURER'S INSTRUCTIONS.

ALIGN FACE OF NAILER TOFACE OF BACKER BLOCK

3x NAILER, SEE ANDFOR RIDGE AND SLOPEDROOF CONDITIONS

1/2" DIA WELDED THRD'DSTUDS @ 16" OC TYP,PROVIDE 1" MAXCOUNTERSINK

BACKER BLOCK AS REQD,MATCH DEPTH OFPERPENDICULAR WOOD JOISTMIN

ARIDGE

BSLOPED ROOF

2 1/

2"

SHAPED 3xNAILER

SHAPEDNAILER

2 1/

2"

OVERHANG1/4" MAX

GLT HANGER(INSTALL W/ ALLINCLUDED FASTENERS)

GLB PER PLAN

NOTE;INSTALL NAILS INTO GLB BEAMS PER HANGERMANUFACTURER'S INSTRUCTIONS.

DAP TOP OF GLBFOR FLUSH FINISH

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 1

0:5

3:3

3 A

M




WOOD TYPICALDETAILS

WS6.01

12.22.2014

1089-0001


NOT TO SCALE9NAILING SCHEDULE

NOT TO SCALE7HANGER SCHEDULE

NOT TO SCALE12HANGER FOR GLB ON WF BEAM

NOT TO SCALE4TYPICAL NAILER AND BACKER BLOCK

NOT TO SCALE11HANGER FOR GLB TO GLB

7

S8-001

9

S8-200

A B

C

3&4

S8-002

DC

11A

-

11B

-

A

12

-

CS14 STRAP, EACH SIDEOF OPENING. NAIL EVERYOTHER HOLE

FLAT 3x4 MIN BLKGAT STRAP TYP

OPNG, SEE ARCH,MECH AND/OR ELECDWG, UON

FRAMING MEMBERSPER PLAN

PER PLAN

MAX SPACING

2' - 0"

EXTEND STRAP 1 TYPICALJOIST SPACING MIN EA SIDE

2' -

0"

MA

X

DBL MSTA36 STRAPSW/ 10dx1-1/2" NAILS EACORNER

FLAT 3x8 MIN BLKGAT STRAPS

OPNG, SEE ARCH,MECH AND/OR ELECDWG, UON

HANGERS PERTYP

4'-0" MAX AT 16" OCJOIST SPACING

DBL FRAMINGMEMBERS ALL FOURSIDES OF OPNG

CTR OF STRAP TYPICAL FRAMINGMEMBER SEE PLANS

AT DBLI-JOIST

6'-0" MAX. AT 24" OCJOIST SPACING

NOTE:1. STRAPS CAN BE PLACED OVER SHEATHING.2. FOR OPENINGS NOT SHOWN ON STRUCTURAL PLANS, NOTIFY SEOR.

L/8 3/4 L MIN. L/8

Lo<1'-0"CANT. L(SIMPLE SPAN)

Lo<1'-0"CANT.

Lo>1'-0"

CANT. L/8 7/8 L

L

L/2

.

.

1/8 BEAM DEPTH + ONE LAMINATION

CROSS HATCHED AREA = PORTION OF BEAMWHERE THERE SHALL BE 6" MIN END JOINTSPACING IN ADJACENT LAMINATIONS.

BEAM WITH ONE END CANTILEVERED

DIMENSION LUMBEROR GLULAM BEAMS

MA

X

D/4

S/2 MAX

S/3 MIN D MIN

NOTCH AT ENDS

D

SPAN, S

NOTE:

1. NOTCH MAY OCCUR TOP OR BOTTOM, NOT BOTH.

2. D IS DEFINED AS DEPTH OF JOIST OR BEAM. S IS DEFINED AS CLEAR SPAN OF JOIST OR BEAM.

3. MAXIMUM DIAMETER OF HOLE NOT TO EXCEED MINIMUM OF D/3 OR 2'', WHICHEVER IS SMALLER.

4. PREDRILL CORNERS OF NOTCHES.

5. NO NOTCHES PERMITTED IN MIDDLE THIRD OF SPAN.

2" M

IN T

&B

3D MAX D/3 MAX

1 1/

2"

D/6

MA

X T

YP

TO

P O

R B

OT

NO

TC

HE

QE

Q

CL JOIST & HOLE

NOTES:1. NO STRAP MODIFICATION IS ALLOWED AND SPLICE MUST MEET BOTH MINIMUM NUMBER OF FASTENERS AND THE MINIMUM SPLICE LENGTH.2. ALTERNATE PER DETAIL 2/S8-002 MAY BE USED AT CONTRACTOR'S OPTION.

SPLICE LENGTH

SPLICE LENGTH ANDFASTENERS PER TABLE A

TABLE A STRAP LAPSPLICES

MODELNo.

CMST12

GAGE

12

STRAP LAP SPLICE

MINIMUMFASTENERSPER SPLICE

25-16d 22"

MINIMUMSPLICELENGTH

30-10d 27"

CMST14 1418-16d 16"

21-10d 19"

CMSTC16 16

JOIST, SIM AT WALL STUDS

13-16d 11"

15-10d 12"

ALAP

BBUTT

2" MIN

1/8

NOTE:EITHER DETAIL OR MAY BE USED IN LIEU OF 1/-.COORDINATE ARCHITECTURAL FINISH REQUIREMENTS.

MAX ALLOWABLE VENT HOLE.DRILL TWO HOLES AND CUT OUTIN-BETWEEN AS REQD, SEE ARCHFOR ACTUAL SIZE.

BLKG ORRIM JOIST

L/3 MIN L/3 MIN

L

D/3

MIN

D/3

MIN

D

MIN

1' -

0"

MIN

1' -

0"

STUD

D/3 MAX DIALOCATE IN CENTEROF STUD

D

HSS STUD SHOE, TYPINSTALL ALL REQD SCREWS

2 3/8" MAX OUTSIDE DIA

ATYPICAL STUD WALLS

BINTERIOR

NON-SHEAR WALLS

.5'-0" MINTO SPLICEOF TOP PLSEE DWGSFOR NAILING

.5'-0" MINTO SPLICEOF TOP PL

TOP PLATES

16 GA x 3" STRAPW/ 10-10d EA SIDE@ 3 1/2" OC STAGGERED

DRILL NEAT HOLE1 3/4"DIA MAX AT 2x43"DIA MAX AT 2x6 & 2x84"DIA MAX AT 2x10 & 2x12

STUD

TYP TOP PLATEFACE NAILINGOR SPLICENAILING

NOT ALL NAILS SHOWNFOR CLARITY.

PLAN

3'-3"

ELEVATION3'-3"

EQ

EQ

CL

CL

3-16d EA END2x4 VERTICAL HANGERSW/ 3-16d @ EA END.SPACE AT EACH JOISTPER CEILING JOISTSCHEDULE. ALSOPROVIDE HANGERS ATCHANGE IN CLG ELEVAND AT BRACELOCATIONS.

FOR INFO NOT NOTED SEE

CSUSPENDED CEILING

NOTES:

1. FOR TYPICAL OPENINGS IN FRAMING SEE DETAIL

2. MEMBER SIZES BASED ON DEAD LOAD = 6 PSF + LIVE LOAD = 10 PSF. CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER IF DESIGN LOADS ARE EXCEEDED.

3. SEE ARCHITECTURAL DRAWINGS FOR TYPICAL CEILING LOCATIONS.

FRAMING MEMBERS

2x4 BRACE

d

d/2

1 MIN3 MAX

1

2x BLKG @ JOIST SPACING(OR @ DIAG SPACING WHEREHANGERS NOT REQD)

BLKG

CLG JOIST

JOIST SIZE ANDSPACING

MAX. CEILING JOIST SPAN/ VERT HANGER SPACING

8'-0" 2x4 @ 24" OC, MAX

10'-0" 2x6 @ 16" OC, MAX

2x8 @ 16" OC, MAX12'-0"

ACEILING JOIST SCHEDULE

WALL STUDS, TYP

LEDGER

2x4 BLKG, TYP ALONGPERPENDICULARBRACE LINES

2x TRANSVERSEBRACING PERP TOCEILING JOIST, TYP

2x HANGER

CEILING JOISTPER SCHEDULE

2' - 8"

BRACE SPACING PERP TO JOIST= 8'-0" OC MAX

2x LONGITUDINALBRACING ALONGCEILING JOISTA

LON

G J

OIS

T=

16'-0

" O

C M

AX

BR

AC

E S

PA

CIN

G

BCEILING JOIST FRAMING PLAN

PE

R S

CH

ED

ULE

MA

X V

ER

TH

AN

GE

R S

PA

CIN

G

PE

R S

CH

ED

ULE

MA

X V

ER

TH

AN

GE

R S

PA

CIN

G

JOIST PARALLEL TOFRAMING MEMBER

DSUSPENDED CEILINGJOIST PERPENDICULAR TOFRAMING MEMBER

BRACING WHERE ATCEILING JOISTSPARALLEL TOFRAMING ABOVE

BRACING WHERE ATCEILING JOISTSPERPENDICULAR TOFRAMING ABOVE

2x CLG JOIST (OR BLKG) &BRACING PER

HANGER PER SCHEDULE(SKEWED AS REQD)

2x CONT LEDGER SAMEDEPTH AS JOIST (OR BLKG)W/2-16d EA STUD

STUD

PLYWOOD SHEATHINGSEE FDN PLAN FORWHERE OCCURS

FOR INFO NOTNOTED SEE

NOTE:SEE ARCH DWGS FOR LOCATION OF CEILING

A B

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 1

0:5

3:3

4 A

M




WOOD TYPICALDETAILS

WS6.02

12.22.2014

1089-0001


NOT TO SCALE3SMALL OPENING IN DIAPHRAGM

NOT TO SCALE4LARGE OPENINGS IN DIAPHRAGM

NOT TO SCALE6GLULAM LAMINATION SPLICE CRITERIA

NOT TO SCALE5HOLES AND NOTCHES IN BEAMS

NOT TO SCALE1STRAP SPLICE

NOT TO SCALE2STRAP SPLICE - ALTERNATE

NOT TO SCALE8VENT HOLES IN BLOCKING

NOT TO SCALE9PENETRATIONS THROUGH STUD WALL

NOT TO SCALE10TOP PLATE MEP PENETRATION

NOT TO SCALE11CEILING JOIST FRAMING SCHEDULE

NOT TO SCALE12CEILING JOIST CONNECTION AT WALL

B D

-

-

A

7

S8-001

7

S8-001

TYP

A

7

S8-001

TYP

B

A

7

S8-001

5

-

8

S8-0018

S8-001

7

S8-004

APOST CAP AT

END OF BEAMB

POST CAP

DBEAM TO POST

CONNECTION

ECCQ COLUMN CAPROTATE STRAP TOHIDE IN FINISH

A35 EA SIDE (USE LTP4 ATDOOR OPENING)

POST

STRAP WHERE SHOWN

BEAM PER PLAN

CCQ COLUMN CAPROTATE STRAP TOHIDE IN FINISH

POST PER PLAN

CL COL & BM

POST

SILLHUC HANGERPER SCHEDULE

BEAM PER PLAN

CPOST BASE

AAT FLUSH BEAM

BSECTION

CAT BEAM DEEPER

THAN JOISTSD

SECTION

POST WHEREOCCURS

A35 EA SIDE

BEAM PER PLAN

A35 EA SIDE

POST PER PLAN

CL POST & BEAM

POST WHEREOCCURS

A35 EA SIDE

BEAM PER PLAN

EPC

POST PER PLAN

NOTE:INTERRUPTED TOP PLATESNOT SHOWN FOR CLARITY

CUT TOP PLATESAT POST, CMSTC16

STRAP, SEE

D

20" EA SIDE

HSS COLUMN

BEAM PER PLAN

CCO CAPMATCH WIDTH OF BEAM

WHERE HSS COL WIDTHEXCEEDS CC CAP WIDTH,PROVIDE COL CAP PL PER

1/4

STRAP PER PLANWHERE OCCURS

CL

CL COL

BM PER PLAN

ECCO MATCHWIDTH OF BEAM

HSS COL PER PLAN

PL3/8 WHEREBEAM IS WIDERTHAN COLUMN

AT EA SIDE

CL COL, SYMM

1/4

NO

TE

AP

PL

IES

1/2"

MIN

UN

LES

S

STRAP PER PLANWHERE OCCURS

NOTE:WHERE BEAM WIDTH IS LESS THANCOLUMN WORKABLE FLAT WIDTH,WELD ECCO DIRECTLY TO COLUMN

1/4TYP

1/4TYP

1/4

EA

SID

E1/

2" M

IN

1/2"

1/2"

#3 @ 12" OC

2'-0"x2'-0"

2x6

#4

2x6

@ 1

6"

(2)-2x6ONE LENGTH

C 3

x6HOLES TOPASS #4 BAR

3-#4 EA WAY

A35 EA SIDE

2-16dSUB-BORE

6"

(2)-

5/8"

DIA

BO

LTS

3'-0

"1

1/2"

4"

2' -

4"

12" DIA PIER

HOLES TOPASS #4 BAR

C 3

x

1' -

0"

#4

PL1/2x4x0'-10 1/2"SET ON 1" CM(2)-1/2" DIA x14" BOLTS @8" OC W/DOUBLE NUTS

C 3x

PL3/8x4x4WASHER

A

DRILLED PIER OPTION

SE

E A

RC

H

1/2"DIA ANCHOR BOLTx 8" EMBED @ 48" OC

OPEN

OPEN

JOISTPER PLAN

3x6 BLKG AT STRAPJOIST HANGER EAEN PER

CS18 STRAPEXTEND 2 JOISTBAYS MINPAST OPNG

MECH UNITSEE PLAN

DOUBLE JOISTUNDER UNIT TYP

6x6 @ 24" OCAT UNIT JOISTHANGER EA ENDPER

LEVELING CURBNOT SHOWNSEE

6x6 BLKG AT UNITJOIST HANGER EA ENDPER

2-2x6 AT OPNGJOIST HANGEREA END PER

A

B

STRAPMIN2"

DOUBLE JOIST

6x6 @ 24"HANGERS PER

6x6 ON JOIST HANGERHANGERS PER

1/2" PLY

10d @ 6" OC

MECH. CURB.SMD FORATTACHMENT TO4x SLEEPER.

MECH UNITSMD

6x SHAPED, LEVEL TOP5/8" DIA BOLTS @ 2'-0" OC

NOTES:1. FOR INFO NOT SHOWN OR NOTED SEE

2. ALL EXPOSED LUMBER SHALL BEPRESSURE TREATED. SEE SPEC'S.

DOUBLE JOIST

2x6 @ 24" OCJOIST HANGEREA END

7 1/

2" M

IN11

1/2

" M

AX

SEE PLAN

MECH UNITSMD

CL GLB GIRDER & 6x SLEEPER @ SLEEPER PARALLEL TO GLB CONDITION.

CENTER OFUNIT SUPPORT

LAG SCREW AT4x: 5/8" DIA LAG SCREWSEA PURLIN/BLK3-MIN PER SLEEPER(PILOT HOLE REQD)

LAG SCREW AT GLB'S:5/8" DIA @ 2'-0" OC (2 MIN)3-MIN PER SLEEPER(PILOT HOLE REQD)

7 1/

2" M

IN

6x SLEEPER(SHAPED FOR LEVEL TOP)

ROOF PLY

3"4"

4x12 PURLIN OR BLK, MINW/ HHU410 EA END GLB

CL SLEEPER

TYP

6"

L50

SHAPED 6x

APLAN AT CORNER

2x6 @ 24" OCHANGERS PER

MECHANICAL UNIT

S.M.D. FOR ANCHORAGE

3"

TY

P

3"

1/2" DIA LAG SCREWS@ 24"OC & 6" MAXFROM END OF CURB

STACK 2x6 (6 MAX)TO OBTAIN A MIN OF8" ABOVE FINISHEDROOF ELEVATION.SEE ROOFING DWGSFOR ROOFING SYSTEMTHICKNESS. INTERNAILW/ 16d @ 12"OC STAGGERED

MECH CURB BYMANUFACTURER

6x10 SLEEPERSHAPED FORROOF SLOPE

ROOF PLY

1/2" DIA LAG SCREWS@ 24"OC END SCREWS≤ 6" FROM END OF CURB

4x6 BLKG W/(2)-A34 EA END

NOTE:1. SEE ROOF DRAWINGS FOR ROOF

SYSTEM AND FLASHING.2. AS ALTERNATE TO LAG SCREWS

USE 1/2" DIA THRU BOLTS ATSAME SPACING.

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 1

0:5

3:3

5 A

M




WOOD TYPICALDETAILS

WS6.03

12.22.2014

1089-0001


NOT TO SCALE5BEAM AND POST CONNECTION

NOT TO SCALE1BEAM AND POST CONNECTION

NOT TO SCALE3BEAM TO HSS COLUMN CONNECTION

NOT TO SCALE4BEAM TO HSS COLUMN CONNECTION

NOT TO SCALE

FREE STANDING WALL DETAIL6

NOT TO SCALE9MECHANICAL UNIT SUPPORT AT ROOF JOIST

NOT TO SCALE

MECHANICAL UNIT SUPPORT AT JOIST CONDITION8

NOT TO SCALE11MECHANICAL UNIT SUPPORT AT BEAM CONDITION

NOT TO SCALE12MECHANICAL UNIT SLEEPER DETAIL

3

S8-101

4

S8-101

3

-

A

A

5

-

3

-

4

-

7

-

6

-1

S8-101

9

-

7

S8-101

4

-

FEC

C

D

D

D

5B

-

5B

-

9

S8-101

5

-

4

-

5B

-

B

3

-

A11

-

B

5B

-

5B

-

2-16d EA STUD

KING STUDS(S)

4-16d OR A35T&B EA SIDE

2-16d EA SILL PLATE

INTERNAIL STUDS W/ 16d@ 12" OC STAGGERED,UON SEE 9/S8-101 FORINTERNAILING REQD ATHOLDOWN LOCATIONS.

2-16d EA STUD ORA35 EA SIDE

ADDITIONAL STUD

BEARING STUD(S)

HEADER

4x6 SHAPED NAILER

16d @ 24" OC, TYP

DBL STUDS

16d @ 24" OC TYP

DBL STUDS

16d @ 24" OC TYP

C

A B

NOTES:1. SEE & FOR SHEARWALL CONDITIONS.

2. THIS DETAIL APPLIES TO BOTH BEARING AND NON-BEARING WALLS.

3. SEE PLAN AND FOR OTHER REQD STUD AND/OR POST CONFIGURATIONS.

d

AA

MAX.

1' - 2"

NO

TC

H

d/3

MA

X.

AAAAA

A

SP

AC

ING

TY

P.

A.B

.A

OP

EN

ING

A

LESS

18" OR

d/3 MAX.HOLE

TY

P

d/2

NOTES:1. ALL SILLS SHALL BE P.T. W/ AWPB STAMP D.F. OF WIDTH EQUAL

TO DEPTH OF STUDS.

2. SILL BOLTS FOR ALL SHEAR OR BEARING WALLS SHALL BE HEADED 3/4" DIA A307 W/ STD NUTS AND 3"x3"x1/4" PLATE WASHERS. SPACED AT 4'-0" OC MAX., UNLESS OTHERWISE NOTED. *SEE PLANS AND SHEAR WALL SCHEDULE FOR TIGHTER SPACING. FOR PLATE WASHER AT SHEARWALL SEE .

3. POWDER DRIVEN PINS MAY BE USED IN LIEU OF ANCHOR BOLTS AT SOME NON-BEARING PARTITION WALLS. SEE FOR INFO AND LIMITATIONS.

4. EACH SILL PIECE 18" OR LONGER SHALL HAVE 2 BOLTS MINIMUM. LOCATE BOLTS CLEAR OF STUDS AND POSTS.

5 "A" DIMENSION SHALL BE 4" MINIMUM AND 12" MAXIMUM.

6. NO UPSET THREADS ALLOWED ON ANCHOR BOLTS.

7. IF SILL PIECE CANNOT FIT MORE THAN 1 ANCHOR BOLT OR IS LESSTHAN 18", CONNECT ADJOINING STUDS WITH 16d NAILS @ 4" OC

8. RETIGHTEN ALL BOLTS PRIOR TO CLOSING IN.

SEENOTE 7FORNAILING

11

-

STRUCTURAL

WALL HEIGHT

H < 15'-0"

SECOND FLOOR

16"

STUDSIZE

2x6

15'-0" < H < 19'-0"

A

2x6

SPACING

8"

WALL HEIGHT

H < 15'-0"

FIRST FLOOR

16"

STUDSIZE

2x6

15'-0" < H < 19'-0" 2x6

SPACING

8"

NON-BEARINGPARTITION

WALL HEIGHT

H < 15'-0"

SECOND FLOOR

16"

STUDSIZE

2x6

15'-0" < H < 24'-0"

B

2x6

SPACING

8"

WALL HEIGHT

H < 15'-0"

FIRST FLOOR

16"

STUDSIZE

2x6

15'-0" < H < 24'-0" 2x6

SPACING

8"

NOTE :STRUCTURAL WALLS ARE DEFINED AS EXTERIOR, BEARING, AND/ORSHEAR WALLS. ALL OTHER WALLS ARE NON-BEARING PARTITION WALLS.

OPNG

WALL NEARSIDE OR FARSIDE, SEE

BEARINGSTUD(S)

KINGSTUD(S)

DBL 2x TOP PLATE

TYP STUDS & SPACINGPER SCHED WALL

INTERSECTION

HEADERS

SILL

ADJACENTOPNG

KING STUD(S) ATADJACENT OPNG

ABUT SPLICESOVER CL OF STUD

T/CURBOR SLAB

T/FLR

CONC FLOORCONDITION

WOOD FLOORCONDITION

WHEADERS

W2W1

NOTES:1. FOR HEADERS, SILLS, KING STUDS AND BEARING STUDS, SEE SCHEDULE PER DETAIL .2. SEE FOR FRAMING REQUIREMENTS AT SHEAR WALL PANEL JOINTS.

WA

LL H

EIG

HT

H

W

.

7" EMBEDMIN UONANCHOR BOLTS

SIZE ANDSPACING PER

ANON-BEARING PARTITION WALLS

BSTRUCTURAL WALLS

OPNG

TOP PLATE

SPLICE

MIN NAILING16d @ 4" OC , UON

DSLOPED WALLS

MSTA30STRAP

CTR OFSTRAP

ALEVEL WALLS

BSLOPED WALLS

ADD SHAPEDNAILER ATINTERSECTION

ESLOPED WALLS

CONTINUOUSTOP PLATES

SLOPEDTOP PLATES

RIM JOIST WHERESHOWN PER DETAILS,TYP

CPLAN

LAP DBL TOPPLATES ATINTERSECTIONS

2-16d

FPLAN

SLOPED TOPPLATES

SLOPEDTOP PLATES 6x6 CORNER

POST

1/4"

CLR

3/4"

MA

X

PLY TYP

FRAMINGMEMBER

GLULAM BM

10d NAIL @ 16" OCIN SLOTTED HOLE1/4" CLR TO T&BSTAGGERED

18GA TRACK

APARTITION PARALLEL TO GLULAM

BEAM TOP CONNECTION

1/4"

CLR

3/4"

MA

X

BPARTITION PARALLEL TO JOIST, DIRECTLY

UNDER JOIST TOP CONNECTION

18GA TRACK

10d @ 12" OC,STAGGERED

TOP PL

10d @ 16" OCIN SLOTTED HOLE,1/4" CLR, T&B,STAGGERED

FRAMING MEMBER

2x BLKG@ 24 OC MAX

STUDS PERSTUDS PER

TOP PL

10d @ 12" OC

3" MIN

NON-BEARING PARTITION WALL SCHEDULE

OPENINGWIDTH

W< 6'-0"

ADJACENT OPENINGS

NOTES:

1. NOTE: AT HD, USE POST PER AND ADD KING STUD(S) TO HDPOST IF REQUIRED TO CREATE A TOTAL POST WIDTH GREATER THANTHE SCHEDULED KING POST.

2. SW IS DEFINED AS STUD WIDTH.

3. INTERNAIL 2x HEADER & SILL WITH 10d @ 6" MINIMUM.

4. FOR DEFINITION OF STRUCTURAL AND NON-BEARING PARTITION WALL DEFINITION, SEE .

COMBINEDWIDTH W1+ W2

6'-0" MAX

KINGSTUD(S)

2-2x SW

KINGSTUD(S)

3-2x SW

HEADERSIZE

BEARINGSTUD(S)

3

W< 10'-0" 10'-0" MAX2-2x SW 3-2x SW

2-2x SW 1-2x SW

1-2x SW

2-2x SW

2-2x SW

B

STRUCTURAL WALL SCHEDULE

OPENINGWIDTH

W< 6'-0"

ADJACENT OPENINGSSILLSIZECOMBINED

WIDTH W1+ W2

6'-0" MAX

KINGSTUD(S)

3-2x SW

KINGSTUD(S)

4-2x SW

HEADERSIZE

BEARINGSTUD(S)

W< 10'-0" 10'-0" MAX4-2x SW 6-2x SW

SW x6

SW x6

1-2x SW

1-2x SW

2-2x SW

2-2x SW

A

3

2

4-2x SW

SILLSIZE

3

2

FOR PARTITION WALLINTERSECTION DETAILS &STUD CONFIGURATIONSSEE

ANCHOR PER NOTE 1.

SEE ARCH FORWALL FINISHES

EN

PLYTYP

2x BLKG @ 24" OC MAX

DTC EA FRAMINGMEMBER (OR BLKG)

NOTES:1. AT CONTRACTOR'S OPTIONS ANCHOR IS:

2. SEE DETAIL 1 ON THIS SHEET FOR TYPICAL WALL FRAMING. SEE DETAIL 6 ON THIS SHEET FOR FRAMING SCHEDULE AT OPENINGS.3. FOR CURB CONDITION SEE .

STUDS PER

T/SLAB

FRAMINGMEMBER

EM

BE

D

PARTITION PARALLELTO JOISTS

PARTITIONPERPENDICULAR

TO JOISTS

CLR

1/4"

CLR

1/4"

2x SILL

3-16d EA END

ANCHOR

CONC CURBSEE ARCH

2x SILL

EM

BE

D

EM

BE

D

NO CURB CURB

ANCHORSIZE

SPACING ANCHORSIZE

SPACING

ANCHORBOLT

EXPANSIONANCHOR

SCREW

PAF

1/2" DIA

1/2" DIA

1/2" DIA

0.145" DIA

4'-0"

4'-0"

4'-0"

2'-8"

3/8" DIA

3/8" DIA

3/8" DIA

NOTALLOWED

2'-8"

2'-8"

2'-8"

N/A

BAT CURB

APARTITION CONNECTION

NOTE:FOR INFO NOT SHOWN, SEE

ASECTION AT SHEAR WALL

SW

"L" BS OF WALL

1/2" MAXWHEN PLY ONMAX

1/2"

PL 1/4x3xL*THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1 3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT.

DTC EA FRAMINGMEMBER (OR BLKG)

PLY TYP

EN 2x BLKG @ 24" OCMAX

2x BLKG @ 24" OCMAX

I-JOIST

TOP PL

18 GATRACK

FOR INFO NOT NOTED ORSHOWN, SEE

CPARTITION PARALLEL &

PERPENDICULAR TO I-JOISTS

FOR INFO NOT NOTED ORSHOWN, SEE &

DPARTITION PARALLEL TO I-JOIST

DIRECTLY UNDER I-JOIST CONNECTION

I-JOIST

EPARTITION PARALLEL & PERPENDICULAR TO JOISTS

(ALTERNATE DETAIL)

3'-0

" M

AX

JOISTS PERPLAN

3-16d, BRACETO FRAMING

3x BRACE @ 48"OC,ALT DIRECTION(3x4 MIN)

A34 EA SIDEOF BRACE

TOP PL

STUDS PER

CEILING

JOISTS PERPLAN

3-16d, BRACETO FRAMING

3x BRACE @ 48"OC,ALT DIRECTION(3x4 MIN)

A34 EA SIDEOF BRACE

TOP PL

STUDS PER

CEILING2x BLKG

RE

GIS

TE

RE

DPROFESS IONAL

EN

GI N

EE

R

ST

ATE OF CA LIFORN

IA

S

TR

U C T U RA

L

NO. S4860ST

EP

HEN RATC

HY

E

RENEWAL

DATE

ARCHIT

ECT

LIC

ENSED

CALI FORN

IA

STA

TE

O F

CARL C. LUBAWY

C-9883

5-31-13

SHEET NO:

DATE:

PROJECT NO:



CONSULTANT

6910 5 31112 8 7 4 2 1

J

K

H

G

F

E

D

C

B

A

B

A

J

K

H

G

F

E

D

C

6910 5 31112 8 7 4 2 1

NO. ISSUE DATE


1/1

2/2

015 1

0:5

3:3

7 A

M




WOOD TYPICALDETAILS

WS6.04

12.22.2014

1089-0001


NOT TO SCALE7WALL OPENING

NOT TO SCALE4WALL INTERSECTIONS

NOT TO SCALE9ANCHOR BOLT AND SILL PLATE

NOT TO SCALE5WALL STUD SCHEDULE

NOT TO SCALE1TYPICAL WALL FRAMING

NOT TO SCALE3TOP PLATE INTERSECTIONS

NOT TO SCALE12NON-BEARING WALL TOP CONNECTION

NOT TO SCALE6WALL FRAMING SCHEDULE AT OPENING

NOT TO SCALE11NON-BEARING WALL PARTITION

san jose city college - pe building and wellness center pe... · s3.01 concrete panel elevations...

Documents