SAN JOSE CITY COLLEGE - PE BUILDING AND WELLNESS CENTER PE... · s3.01 concrete panel elevations...
Transcript of 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
S3.02 CONCRETE PANEL ELEVATIONS
S3.03 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
S5.01 TYPICAL STEEL BEAM DETAILS
S5.02 TYPICAL STEEL BEAM DETAILS
S5.03 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)
S5.12 TYPICAL STEEL DECK DETAILS
S5.13 TYPICAL STEEL DECK DETAILS
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
S7.01 TYPICAL EXTERIOR METAL STUD DETAILS
S7.02 TYPICAL EXTERIOR METAL STUD DETAILS
S7.03 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
WS6.01 WOOD RETROFIT DETAILS
WS6.02 WOOD RETROFIT DETAILS
WS6.03 WOOD RETROFIT DETAILS
WS6.04 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:
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
1 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
TORQUE TESTANCHORDIAMETER HOLE DEPTH VALUE (FT-LBS)
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
TORQUE TESTANCHORDIAMETER HOLE DEPTH VALUE (FT-LBS)
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:
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
4 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
5 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
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"
HSS6X0.500COLUMN ABOVE
16' - 0"
W24
X55
LIVE LOAD 150 PSF.
34' - 0"
38' - 9"
HSS6X0.500COLUMN ABOVE
S4.12
2A
HSS6X0.500COLUMN ABOVE
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:
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
9 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:39:3
3 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:39:3
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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"2PANELS 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
ARCHITECT'S STAMP APPROVAL
1/1
2/2
015 9
:39:4
0 A
M
SAN JOSE CITY
COLLEGE
PHYSICAL EDUCATION BUILDING AND
WELLNESS CENTER
SAN JOSE, CALIFORNIA
CONCRETE PANEL
ELEVATIONS
S3.02
01.12.2015
1089-0001
DSA SUBMITTAL
1/8" = 1'-0"1PANELS ALONG 7
1/8" = 1'-0"3PANELS ALONG 9
1/8" = 1'-0"2PANELS ALONG 8
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
ARCHITECT'S STAMP APPROVAL
1/1
2/2
015 9
:39:4
4 A
M
SAN JOSE CITY
COLLEGE
PHYSICAL EDUCATION BUILDING AND
WELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:39:4
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:39:5
0 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:39:5
4 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:39:5
5 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
LENTON TERMINATOR D6
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
LENTON TERMINATOR D6
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:
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
:39:5
8 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:40:0
1 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
LEDGER CHANNELPER PLAN
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:
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
:40:0
5 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
LEDGER CHANNELPER PLAN
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)
LEDGER CHANNELPER PLAN
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,
LEDGER CHANNELPER PLAN
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
LEDGER CHANNELPER PLAN
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:
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
:40:0
8 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
LEDGER CHANNELPER PLAN
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:
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
:40:1
0 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
NOTES:1. PERPENDICULAR FRAMING NOT SHOWN FOR CLARITY.
2. db DENOTES BOLT DIAMETER.
3. FOR INFO NOT SHOWN SEE BEAM CONNECTION SCHEDULE.
2 db MIN
UON
3"
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 SHOWNOR NOTED SEE
3. PERPENDICULARFRAMING NOT SHOWNFOR CLARITY.
WELD ACCESS HOLEST&B PER
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
NOTES:1. PERPENDICULAR FRAMING NOT SHOWN FOR CLARITY.
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
NOTES:1. PERPENDICULAR FRAMING NOT SHOWN FOR CLARITY.
2. db DENOTES BOLT DIAMETER.
3. FOR INFO NOT SHOWN SEE BEAM CONNECTION SCHEDULE.
UON
3"
2 db MIN
5/16 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
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
5. FOR INFO NOT SHOWN SEE BEAM CONNECTION SCHEDULE.
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:
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
:40:1
4 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
BEAM TO HSS COLUMN CONNECTION3
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
COPE FLANGES AS REQD1" MAX BTWN FLANGES
2 ROWS OF BOLTSAND LARGER PLWHERE OCCURS
SHEAR PL & BOLTSPER SCHED
2 ROWS OF BOLTSAND LARGER PLWHERE OCCURS
SHEAR PL & BOLTSPER SCHED
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
COPE FLANGES AS REQD1" MAX BTWN FLANGES
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:
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
:40:1
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL STEEL BEAMDETAILS
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
BEAM TO HSS COLUMN CONNECTION4
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:
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
:40:2
1 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL STEEL BEAMDETAILS
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
d = MINIMUM CLEARTO SUPPORT OR
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:
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 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
d = MINIMUM CLEARTO SUPPORT OR
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
d = MINIMUM CLEARTO SUPPORT OR
POINT LOAD (TYP)
d = MINIMUM CLEARTO SUPPORT OR
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:
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 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:
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
:40:2
4 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL STEEL BEAMDETAILS
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:
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
:40:2
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
ROOF BEAM OR TRUSSTOP CHORD PER PLAN
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
ROOF BEAM OR TRUSSTOP CHORD PER PLAN
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:
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
:40:2
9 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
BEAM PARALLEL TO DECK
WITH THREE ROWS
BEAM PARALLEL TO DECK
WITH FLANGE < 6"
BEAMS PERPENDICULAR TO DECK
BEAM PARALLEL 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:
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
:40:3
3 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
COPE HORIZLEG AS SHOWN
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:
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
:40:3
6 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
2. SEE TYPICAL DECK SUPPORT AT COLUMN DETAIL
SEE TYP COMPOSITE STLDECK AT SLAB EDGE
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
2. SEE TYPICAL DECK SUPPORT AT COLUMN DETAIL
CLCOL
CLCOL
SEE TYP COMPOSITE STLDECK AT SLAB EDGE
CLR
2"
1-#4x4'-0" TOPBAR TYP ATEACH STL COL
CLCOL
CLCOL
NOTES:
1. SLAB REINFORCEMENT SHOWN TO BE PLACED IMMEDIATELY BELOW THE TYPICAL SLAB TOP BAR REINFORCEMENT
2. SEE TYPICAL DECK SUPPORT AT COLUMN DETAIL
TYP2" C
LR
2'-0
"
1 -# 4 2'-0"
CLCOL
CLCOL
CLR
2"
NOTES:
1. SLAB REINFORCEMENT SHOWN TO BE PLACED IMMEDIATELY BELOW THE TYPICAL SLAB TOP BAR REINFORCEMENT
2. SEE TYPICAL DECK SUPPORT AT COLUMN DETAIL
SEE TYP COMPOSITE STLDECK AT SLAB EDGE
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
COPE HORIZLEG AS SHOWN
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
3/8" BENT PLOR ANGLE
BENT PLPER SCHED
COL
BMPER PLAN
BPLAN-AT COLUMN WEB
APLAN-AT COLUMN FLANGE
3/16 3BOTHSIDES
3/16 3BOTHSIDES
3/8" BENT PLOR ANGLE
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)
COPE HORIZLEG AS SHOWN
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:
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
:40:3
9 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL STEEL DECKDETAILS
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:
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
:40:4
3 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL STEEL DECKDETAILS
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:
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
:40:4
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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"
LEDGER CHANNELPER PLAN
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:
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
:40:5
0 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:40:5
3 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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
:40:5
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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"
3" MIN T & BTO NEARESTPUNCH-OUT
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
3" MIN T & BTO NEARESTPUNCH-OUT
EQ1/2"
1/2"1"
1"
EQ1/2"
1/2"1"
1"
3" MIN T & BTO NEARESTPUNCH-OUT
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:
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
:41:0
1 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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 EXP ANCHOROR 5/8"Ø AB
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:
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
:41:0
4 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL EXTERIORMETAL STUD DETAILS
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
2"x2"x16GA CLIP ANGLE1/2" LESS THAN STUD WIDTHW/ 3-#10 SMS EA LEG AS SHOWNABOVE
3" MIN T & BTO NEARESTPUNCH-OUT
EQ1/2"
1/2"1"
1"
EQ1/2"
1/2"1"
1"
3" MIN T & BTO NEARESTPUNCH-OUT
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
(1/16)TYP EA SIDE
1 1/2-16
STUDSPER SCHED
#10 SMS@ 16" OCEA FLANGE
#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
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"
3" MIN T & BTO NEARESTPUNCH-OUT
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
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
600S162-54 STUDEA SIDE
#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:
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
:41:0
8 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL EXTERIORMETAL STUD DETAILS
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:
1. CONTRACTOR TO COORDINATE EDGEOF SLAB/DECK AND PROVIDE ADDITIONALFIREPROOFING/FIRESTOP AS REQUIRED.
2. STIFF CLIP BY THE STEEL NETWORK.
1" MAXGAP
3" MIN T&BTO NEARESTPUNCHOUT
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:
1. CONTRACTOR TO COORDINATE EDGEOF SLAB/DECK AND PROVIDE ADDITIONALFIREPROOFING/FIRESTOP AS REQUIRED.
2. DRIFT CLIP BY THE STEEL NETWORK.
1/2" MAXGAP
3" MIN T&BTO NEARESTPUNCHOUT
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:
1. CONTRACTOR TO COORDINATE EDGEOF SLAB/DECK AND PROVIDE ADDITIONALFIREPROOFING/FIRESTOP AS REQUIRED.
2. DRIFT CLIP BY THE STEEL NETWORK.
3" MIN T&BTO NEARESTPUNCHOUT
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 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 EXP ANCHOROR 5/8"Ø AB
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:
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
:41:1
2 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
TYPICAL EXTERIORMETAL STUD DETAILS
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
HEADER #10 SMS EA FLANGE
CRIPPLESTUDS
JAMB STUDS
2"x2"16GA CLIP ANGLEAT TOP & BOTTOM OF HEADER1/2" LESS THAN STUD WIDTHW/3-#10 SMS EA LEG ASSHOWN ABOVE
3" MIN T & BTO NEARESTPUNCH-OUT
EQ1/2"
1/2"1"
1"
EQ1/2"
1/2"1"
1"
3" MIN T & BTO NEARESTPUNCH-OUT
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
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 ≤ 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
400S125-54 STUDEA SIDE
#10 SMS@ 16" OC T&B
BOTTOMTRACK
600S125-54 STUDEA SIDE
#10 SMS@ 16" OC T&B
BOTTOM TRACK
1/16 1 1/2 -16TYP
BOTTOM TRACK
BOTTOM TRACK
800S125-54 STUDEA SIDE
#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" OCEA FLANGE
#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
2"x2"x16GA CLIP ANGLE1/2" LESS THAN STUD WIDTHW/ 3-#10 SMS EA LEG AS SHOWNABOVE
3" MIN T & BTO NEARESTPUNCH-OUT
EQ1/2"
1/2"1"
1"
EQ1/2"
1/2"1"
1"
3" MIN T & BTO NEARESTPUNCH-OUT
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 ≤ 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:
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
:41:1
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
#10 SMS W/ STAND-OFFWASHERS @ 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
#10 SMS W/ STAND-OFFWASHERS @ 2'-8" OC
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:
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
:41:2
1 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
16GA TRACKW/ #10 SMSAT EA STUDEA FLANGE
1/16) 1 1/2 -24
EA SIDE OFTRACK
16GA TRACKW/ #10 SMSAT EA STUDEA FLANGE
AWALL PARALLEL
TO DECK FLUTES
BWALL PERPENDICULAR
TO DECK FLUTES
CONC FILLWHERE OCCUR
CONC FILLWHERE OCCUR
SUSPENDED STUD
3"x3/16" PL@ 2'-0" MAX, TYP@1'-4" MAX IFSUSPENDED STUDSUPPORTS CLG/ SOFFIT
16GA TRACKW/ #10 SMSAT EA STUDEA FLANGE
16GA TRACKW/ #10 SMSAT EA STUDEA FLANGE
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:
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
:41:2
5 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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
#10 SMS @ 32"STUD TO STUDTYP
TRACK TYP
STUD, TYP
#10 SMS @ 32"STUD TO STUDTYP
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"
PL 1'-6" x 3/16"(MAY BE OMITTED WHEREANGLE ALIGNS W/ LOW FLUTE)
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
PL 1'-6" x 3/16"(MAY BE OMITTED WHEREANGLE ALIGNS W/ LOW FLUTE)
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:
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
:41:2
9 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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 1
0:5
3:2
9 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
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:
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 1
0:5
3:3
0 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
CONCRETE RETROFITDETAILS
WS4.05
12.22.2014
1089-0001
90% CONSTRUCTIONDOCUMENTS
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:
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 1
0:5
3:3
2 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
WOOD RETROFITDETAILS
WS6.00
12.22.2014
1089-0001
90% CONSTRUCTIONDOCUMENTS
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:
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 1
0:5
3:3
3 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
WOOD TYPICALDETAILS
WS6.01
12.22.2014
1089-0001
90% CONSTRUCTIONDOCUMENTS
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:
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 1
0:5
3:3
4 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
WOOD TYPICALDETAILS
WS6.02
12.22.2014
1089-0001
90% CONSTRUCTIONDOCUMENTS
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:
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 1
0:5
3:3
5 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
WOOD TYPICALDETAILS
WS6.03
12.22.2014
1089-0001
90% CONSTRUCTIONDOCUMENTS
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:
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 1
0:5
3:3
7 A
M
SAN JOSE CITYCOLLEGE
PHYSICAL EDUCATION BUILDING ANDWELLNESS CENTER
SAN JOSE, CALIFORNIA
WOOD TYPICALDETAILS
WS6.04
12.22.2014
1089-0001
90% CONSTRUCTIONDOCUMENTS
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