+TCCM Tower Relocation Permit Set

Transcription

RIM
TCCM TOWER RELOCATION
PERMIT SET
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
300 CALIFORNIA STREET
SUITE 220
SAN FRANCISCO, CA 94104
Phone: 415.247.0400
Fax: 415.247.0401
www.rimarchitects.com
2015.03.31
770 TAMALPAIS DR. INC., A FLORIDA CORPORATION
RENDERINGS
VICINITY MAP
DRAWING INDEX
GENERAL
G001
G002
COVER SHEET
GENERAL NOTES & CONDITIONS OF APPROVAL
ARCHITECTURAL SITE
AS100
SITE PLAN
LANDSCAPE
RHAA
225 MILLER AVENUE
MILL VALLEY, CA 94941
415.383.7900
CONTACT: MEGHAN SHARP DIECCHIO
[email protected]
PROJECT DATA:
BLOCK:
LOT #:
ADDRESS:
LEGAL JURISDICTION:
CONSTRUCTION TYPE:
SPRINKLER SYSTEM:
BUILDING OCCUPANCY:
NEW TOWER AREA:
PLUMBING
MK2
5030 BUSINESS CENTER DRIVE, SUITE 150
FAIRFIELD, CA 94534
707.307.1500
CONTACT: MIKE KIANI
[email protected]
13 MADERA GARDENS SUBDIVISION
74
100 CORTE MADERA TOWN CENTER, CORTE MADERA, CA 94925
TOWN OF CORTE MADERA, CA
TYPE V-1HR (EXISTING)
FULLY SPRINKLERED
M - MERCANTILE
207 SF 1
APPLICABLE CODES:
1
ALL CONSTRUCTION, REGARDLESS OF DETAILS ON PLANS, SHALL COMPLY WITH THE APPLICABLE
SECTIONS OF THE:
2013 CALIFORNIA BUILDING CODE
2013 CALIFORNIA PLUMBING CODE
2013 CALIFORNIA ELECTRICAL CODE
2013 CALIFORNIA MECHANICAL CODE
2013 CALIFORNIA BUILDING ENERGY STANDARDS
DEFERRED SUBMITTALS
1.
2.
FIRE SPRINKLERS
STOREFRONTS - INDIVIDUAL TENANTS TO SUBMIT SEPARATE PERMIT
STRUCTURAL
S0.1
GENERAL NOTES AND SPECIFICATIONS
S0.2
GENERAL NOTES AND SPECIFICATIONS
S1.1
TYPICAL CONCRETE DETAILS
S1.2
TYPICAL WOOD DETAILS
S1.3
TYPICAL METAL STUD ELEVATION AND CONNECTION DETAILS
S1.4
TYPICAL METAL STUD SOFFIT AND MISCELLANEOUS DETAILS
S2.1
FOUNDATION PLAN
S2.2
ROOF FRAMING PLAN
S2.3
TOP OF PARAPET FRAMING PLAN
S3.1
CLOCK TOWER ELEVATION AND FRAMING PLANS
S4.1
FOUNDATION DETAILS
S4.2
FOUNDATION DETAILS
S5.1
STEEL FRAMING DETAILS
S5.2
S5.3
MOMENT FRAME DETAILS
S6.1
WOOD DETAILS
S7.1
MISCELLANEOUS DETAILS
S7.2
PLUMBING
P0.1
P2.2
P6.1
P4.1
COVER SHEET
ROOF PLAN - PLUMBING
DETAILS - PLUMBING
TOWER TOP FLOOR PLAN - PLUMBING
ELECTRICAL
E0.1
ELECTRICAL COVER SHEET
E2.1
FIRST FLOOR - LIGHTING AND POWER PLAN
E2.2
ROOF LEVEL - LIGHTING PLAN
E3.1
ELEVATIONS - LIGHTING AND POWER
E4.1
MAINTENANCE LEVEL AND TOWER TOP LEVEL FLOOR PLAN - POWER
PLAN, EXISTING ROOF AT TOWER FLOOR PLAN - LIGHTING AND
POWER PLAN
E5.1
SINGLE-LINE DIAGRAM AND SCHEDULES
E6.1
DETAILS - ELECTRICAL
E-7.1
TITLE 24 COMPLIANCE 1
COVER SHEET
MK2
5030 BUSINESS CENTER DRIVE, SUITE 150
FAIRFIELD, CA 94534
707.307.1500
CONTACT: DEBORAH GARANT
[email protected]
THIS PROJECT'S SCOPE INCLUDES BUT IS NOT LIMITED TO THE FOLLOWING:
A.
DEMOLITION OF THE EXISTING CLOCK TOWER
B.
CONSTRUCTION OF NEW CLOCK TOWER
C.
DEMOLITION OF EXISTING ELEPHANT FOUNTAIN
D.
MODIFICATIONS TO A PORTION OF EXISTING BUILDING FACADES
E.
UPGRADES TO BUILDING STRUCTURE
F.
NEW PLANTERS AND TRELLIS AT ROOF LEVEL
G.
ELECTRICAL AND LIGHTING MODIFICATIONS FOR RETAIL FACADES AND TOWER
H.
NO MECHANICAL WORK IS INCLUDED IN THIS SCOPE OF WORK
I.
FIRE SPRINKLER MODIFICATIONS FOR FACADES & VACANT TENANT SPACES IMPACTED BY
THE WORK TO MAINTAIN CODE COMPLIANCE.
J.
PLANNING DEPARTMENT RESOLUTION: # 43/2014
NOTE: ELEPHANT FOUNTAIN PROJECT IS BEING PERMITTED AS A SEPARATE PROJECT
SHEET TITLE:
ELECTRICAL
PROJECT DESCRIPTION:
ZFA
100 BUSH STREET SUITE 1850
415.246.4091
CONTACT: NICK REID
[email protected]
OWNER:
STRUCTURAL
TOWN CENTER CORTE MADERA,
CORTE MADERA, CA
100 CORTE MADERA TOWN
CENTER, CORTE MADERA, CA 94925
RIM ARCHITECTS
300 CALIFORNIA STREET, SUITE 220
415.247.0400
CONTACT: MICHELLE JONES
[email protected]
PERMIT SET
ADDRESS:
ARCHITECT
ARCHITECTURAL
A001
ABBREVIATIONS AND SYMBOLS LEGEND
AD101
DEMOLITION FLOOR PLAN
AD102
DEMOLITION ROOF PLAN
A101
FIRST FLOOR PLAN
A102
NEW ROOF PLAN
A103
TOWER FLOOR PLANS
A104
TOWER FLOOR PLANS
A105
ENLARGED TOWER ROOF PLAN
A201
EXTERIOR ELEVATIONS
A202
TOWER ELEVATIONS
A203
TOWER ELEVATIONS
A204
TOWER SECTIONS AND ELEVATION
A205
WALL SECTIONS AND ENLARGED BAY ELEVATION/PLAN
A206
WALL SECTIONS AND ENLARGED BAY ELEVATION/PLAN
A301
BUILDING SECTION A
A501
DETAILS
A502
DETAILS
A503
DETAILS
A601
EXTERIOR FINISH AND HARDWARE SCHEDULE
A R C H I T E C T S
PLANTERS DETAILS
IRRIGATION AND DRAINAGE PLANS
IRRIGATION DETAILS
PLANTING PLAN AND DETAILS
PROJECT TITLE:
RIM
LANDSCAPE
L1.0
L2.0
L2.1
L3.0
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
AJD
MMJ
2015 RIM ARCHITECTS LLC
DWG NO:
G001
SHEET
GENERAL NOTES
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
NO DESCRIPTION
GENERAL NOTES & CONDITIONS OF
APPROVAL
SHEET TITLE:
OWNER:
ADDRESS:
PERMIT SET
1.
DO NOT DISASSEMBLE THIS SET. CONTRACTOR SHALL
VERIFY EXISTING CONDITIONS. IN THE EVENT OF CONFLICT OR
DISCREPANCIES IN THE CONTRACT DOCUMENTS, CONTRACTOR
SHALL NOTIFY THE ARCHITECT IN WRITING PRIOR TO PROCEEDING.
2.
THESE DRAWINGS INDICATE THE GENERAL SCOPE OF THE
PROJECT IN TERMS OF ARCHITECTURAL DESIGN CONCEPT,
DIMENSIONS OF THE BUILDING AND THE MAJOR ARCHITECTURAL
ELEMENTS. AS SCOPE DOCUMENTS, THE DRAWINGS DO NOT
NECESSARILY INDICATE OR DESCRIBE ALL WORK REQUIRED FOR
FULL PERFORMANCE AND COMPLETION OF THE REQUIREMENTS
OF THE CONTRACT DOCUMENTS. ON THE BASIS OF THE GENERAL
SCOPE INDICATED OR DESCRIBED, THE CONTRACTOR SHALL
FURNISH ALL ITEMS REQUIRED FOR THE PROPER EXECUTION AND
COMPLETION OF THE WORK. DECISIONS OF THE ARCHITECT AS TO
THE ITEMS OF THE WORK INCLUDED WITHIN THE SCOPE OF THIS
DOCUMENT SHALL BE FINAL AND BINDING TO THE CONTRACTOR.
3.
NO PORTION OF THE WORK REQUIRING A SHOP DRAWING
OR SAMPLE SUBMISSION SHALL BE COMMENCED UNTIL THE
SUBMISSION HAS BEEN APPROVED BY THE ARCHITECT. ALL SUCH
PORTIONS OF THE WORK SHALL BE IN ACCORDANCE WITH
APPROVED SHOP DRAWINGS AND SAMPLES. THE USE OF
REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY
CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR
MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS
SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREIN
AS CORRECT AND OBLIGATES HIMSELF TO ANY JOB EXPENSE,
REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY
OCCUR.
4.
ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH
THE STANDARDS OF BEST PRACTICE BY WORKERS SKILLED IN
THEIR RESPECTIVE TRADES. FINISHED WORK SHALL BE FIRM, WELL
ANCHORED, IN TRUE ALIGNMENT, PLUMB, LEVEL, WITH A SMOOTH,
CLEAN UNIFORM APPEARANCE. APPROVED ALTERNATES OR
SUBSTITUTIONS SHALL BE EQUAL TO WORK OF SIMILAR TYPE,
CHARACTER AND MATERIAL SPECIFIED IN THE CONSTRUCTION
DOCUMENTS AND MUST BE APPROVED IN ADVANCE BY THE
ARCHITECT AND THE OWNER.
5.
ALL WORK SHALL CONFORM TO THE REQUIREMENTS IN THE
STATE OF CALIFORNIA AND APPLICABLE REGULATORY AGENCIES.
ALL WORK SHALL CONFORM TO THE LATEST EDITIONS OF THE CBC
& APPLICABLE CODES, INDICATED ON THE COVER SHEET.
6.
THE AMERICANS WITH DISABILITIES ACT (ADA) IS SUBJECT
TO VARIOUS AND POSSIBLY CONTRADICTORY INTERPRETATIONS.
THESE PLANS AND ANY ACCOMPANYING SPECIFICATIONS
REPRESENT DESIGNER'S OPINION REGARDING ITS
INTERPRETATION OF THE ADA AS IT APPLIES TO THE SUBJECT
PROJECT. ANY VARIANCE FROM THESE DOCUMENTS MAY CREATE
NON-COMPLIANCE TO THE ACT.
7.
DURING THE DURATION OF THE PROJECT, CONTRACTOR
SHALL PROVIDE PROTECTION FROM INCLEMENT WEATHER OF ALL
SURFACES AND MATERIALS IN ORDER TO KEEP THEIR CONDITION
FREE FROM INJURY OR DAMAGE.
8.
ALL WORK SHALL BE IN COMPLIANCE WITH THE CONTRACT
DOCUMENTS, INCLUDING THE PROJECT MANUAL, SPECIFICATIONS,
ADDENDA, ANY MODIFICATIONS ISSUED BY THE ARCHITECT OR AS
DIRECTED BY OWNER.
9.
DO NOT SCALE DRAWINGS.
10.
COLUMN GRID LINES ARE SHOWN FOR REFERENCE ONLY.
11.
FEATURES OF CONSTRUCTION NOT FULLY SHOWN SHALL
BE OF THE SAME CHARACTER AS SHOWN FOR SIMILAR
CONDITIONS.
12.
CONTRACTOR TO COORDINATE WITH OWNER IN REGARD
TO SITE ACCESS ROUTE AND SCHEDULING OF MATERIAL
DELIVERIES TO THE SITE.
13.
PROTECT AREA FROM DAMAGE WHICH MAY OCCUR FROM
DEMOLITION, DUST, WATER, ADVERSE WEATHER, ETC. PROVIDE &
MAINTAIN TEMPORARY BARRICADES, CLOSURE WALLS, ETC. AS
REQUIRED TO PROTECT THE PUBLIC & ADJACENT EXISTING
STRUCTURES DURING THE PERIOD OF CONSTRUCTION. DAMAGE
TO EXISTING STRUCTURES & EQUIPMENT SHALL BE REPAIRED OR
REPLACED TO THE SATISFACTION OF THE OWNER.
14.
DEBRIS FROM DEMOLITION SHALL BE COLLATED AND
REMOVED ON A DAILY BASIS. ROUTING OF ANY DEBRIS THROUGH
ANY PORTION OF THE EXISTING BUILDING SHALL BE AS
DESIGNATED BY THE OWNER.
15.
ALL INFORMATION PROVIDED IN THE DOCUMENTS IS DONE
SO WITH THE BEST KNOWLEDGE OF EXISTING CONDITIONS.
16.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE
CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES,
AND PROCEDURE AND FOR ALL SAFETY PROGRAMS AND
PRECAUTIONS IN CONNECTION WITH THE PROJECT. NEITHER THE
OWNER NOR THE ARCHITECT IS RESPONSIBLE FOR THE
CONTRACTOR'S FAILURE TO FOLLOW PROPER SAFETY
PROCEDURES
PROJECT TITLE:
CONDITIONS OF APPROVAL
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
AJD
MJ
DWG NO:
G002
SHEET
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
MADERA BLVD.
5
CB
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UB
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AREA OF WORK
5
PERMIT SET
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5
TAMALPAIS BLVD.
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PIPES
PIPES
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UB
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UB
CB
FH
UB
MH
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OWNER:
PROJECT TITLE:
5
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SHEET TITLE:
CB
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ADDRESS:
UB
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UB
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SITE PLAN
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FOUNTAIN
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NO DESCRIPTION
DATE
REVISIONS
PLAN
NORTH
1
AS100
SITE PLAN
1/64" = 1'-0"
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
AJD
MJ
DWG NO:
AS100
SHEET
MATERIALS LEGEND
CAB
CB
CEM
CER
CFCI
CG
CMPST
CI
CIP
CJ
CL
CLG
CLO
CLR
CMU
CNTR
CO
COL
CONC
COND
CONN
CONSTR
CONT
CONTR
COORD
COP
CORR
CPT
CSK
CT
CTR
CUH
CULT
CW
CABINET
CATCH BASIN
CEMENT
CERAMIC
CONTRACTOR FURNISHED
CONTRACTOR INSTALLED
CORNER GUARD
COMPOSITE
CAST IRON
CAST IN PLACE
CONTROL JOINT
CENTER LINE
CEILING
CLOSET
CLEAR
CONCRETE MASONRY UNIT
COUNTER
CLEAN OUT
COLUMN
CONCRETE
CONDITION
CONNECTION
CONSTRUCTION
CONTINUE/CONTINUOUS
CONTRACTOR
COORDINATE
COPPER
CORRIDOR
CARPET
COUNTERSINK
CERAMIC TILE
CENTER
CABINET UNIT HEATER
CULTURED
COLD WATER PIPING
D
D
DBL
DEG
DEPT
DET
DF
DIA
DIAG
DIM
DISP
DN
DR
DS
DSP
DW
DWG
DWR
DEEP/DEPTH
DOUBLE
DEGREE
DEPARTMENT
DETAIL
DRINKING FOUNTAIN
DIAMETER
DIAGONAL
DIMENSION
DISPENSER
DOWN
DOOR
DOWNSPOUT
DRY STANDPIPE
DISHWASHER
DRAWING
DRAWER
FGL
FH
FHC
FIN
FIN GR
FIXT
FLDG
FLG
FLR
FLUOR
FLR SK
FOC
FOF
FOM
FOS
FOW
FP
FR
FRP
FRT
FRZ
FT
FTD
FTG
FURG
FUT
G
GA
GALV
GB
GEN
GFGI
GFRG
GFRC
GL
GLU LAM
GPM
GRAN
GSB
GTV
GWT
GYP
GWB
FAHRENHEIT
FIRE ALARM
FABRICATE
FLAT BAR
FAN COIL UNIT
FLOOR DRAIN
FOUNDATION
FIRE EXTINGUISHER
FIRE EXTINGUISHER CABINET
FINISH FLOOR
FURNITURE, FIXTURES AND
EQUIPMENT
FIBERGLASS
FIRE HYDRANT
FIRE HOSE CABINET
FINISH
FINISH GRADE
FIXTURE
FOLDING
FLOORING
FLOOR
FLUORESCENT
FLOOR SINK
FACE OF CONCRETE
FACE OF FINISH
FACE OF MASONRY
FACE OF STUD
FACE OF WALL
FIRE PROOF
FRAME
FIBERGLASS REINFORCED
PLASTIC
FIRE RETARDANT
FREEZER
FEET
FACIAL TISSUE
DISPENSER
FOOTING
FURRING
FUTURE
G
NATURAL GAS
GAUGE
GALVANIZED
GRAB BAR
GENERAL
GOVERNMENT FURNISHED
/GOVERNMENT INSTALLED
GLASSFIBER REINFORCED
GYPSUM
GLASSFIBER REINFORCED
CONCRETE
GLASS/GLAZING
GLUE LAMINATED WOOD
GALLONS PER MINUTE
GRANITE
GYPSUM SHEATHING
BOARD
GATE VALVE
GLAZED WALL TILE
GYPSUM
GYPSUM WALL BOARD
H
H
HB
HC
HCP
HD
HIGH
HOSE BIBB
HOLLOW CORE
HANDICAPPED
HEAD
ID
INCL
IMP
IN
INFO
INSUL
INT
INV
INSIDE DIAMETER
INCLUDED
INSULATED METAL PANEL
INCH
INFORMATION
INSULATION/INSULATED
INTERIOR
INVERT
J
J-BOX
JAN
JST
JT
JUNCTION BOX
JANITOR
JOIST
JOINT
K
KD
KIT
KO
KW
KWH
KNOCK DOWN
KITCHEN
KNOCK-OUT
KILOWATT
KILOWATT HOUR
L
L
LAB
LAM
LAV
LB
LBF/SF
LDG
LF
LH
LKR
LLV
LOC
LT
LR
LVR
LENGTH
LABORATORY
LAMINATE
LAVATORY
POUND
POUNDS PER SQUARE FOOT
LANDING
LINEAR FOOT
LEFT HAND
LOCKER
LONG LEG VERTICAL
LOCATION
LIGHT
LIVING ROOM
LOUVER
M
M
M2
MATL
MAX
MB
MBR
MC
MECH
MEMB
MEZZ
MFR
MH
MI
MID
MIN
MISC
MLDG
MM
MO
MOD
MP
MR
MTD
MTL
MTG
MULL
MUN
MW
METER
SQUARE METERS
MATERIAL
MAXIMUM
MACHINE BOLT
MASTER BEDROOM
MEDICINE CABINET
MECHANICAL
MEMBRANE
MEZZANINE
MANUFACTURER
MANHOLE
MIRROR
MIDDLE
MINIMUM
MISCELLANEOUS
MOULDING
MILLIMETER
MASONRY OPENING
MODULE
METAL PANEL
MOISTURE RESISTANT
MOUNTED
METAL
MOUNTING
MULLION
MUNTIN
MICROWAVE
N
N
NFS
NIC
NO
NOM
NTS
NORTH
NON-FROST SUSCEPTIBLE
NOT IN CONTRACT
NUMBER
NOMINAL
NOT TO SCALE
OFD
OH
OPH
OPNG
OPP
OPR
OVHD
PA
PC
PCC
PEND
PERIM
PH
PLAS
PLBG
PL
PLAM
PLYWD
PNL
PR
PROP
PREFAB
PT
PTD
PTDR
PTN
PTR
PVC
PVMT
P
PUBLIC ACCESS
PIECE
PRECAST CONCRETE
PENDANT
PERIMETER
PENTHOUSE
PLASTER
PLUMBING
PROPERTY LINE
PLASTIC LAMINATE
PLYWOOD
PANEL
PAIR
PROPERTY
PREFABRICATE
PAINT
PAPER TOWEL DISPENSER
PAPER TOWEL DISPENSER
AND RECEPTACLE
PARTITION
PAPER TOWEL RECEPTACLE
POLYVINYL CHLORIDE
PAVEMENT
Q
QT
QUARRY TILE
R
R
RA
RB
RB HK
RCP
RD
REC
REF
REFL
REG
REINF
RECS
REQD
RESIL
REST
REV
RTF
RFG
RLG
RH
RND
RM
RO
RWL
R
RISER
RADIUS
RETURN AIR
RUBBER BASE
ROBE HOOK
REFLECTED CEILING PLAN
ROOF DRAIN
RECESSED
REFRIGERATOR
REFLECTED
REGISTER
REINFORCE
RECOMMENDATIONS
REQUIRED
RESILIENT
REST ROOM
REVISION
RUBBER TILE FLOOR
ROOFING
RAILING
RIGHT HAND
ROUND
ROOM
ROUGH OPENING
RAIN WATER LEADER
S
S
SA
SAB
SB
SC
SCHED
SCD
SCP
SCR
SCRN
SD
SECT
SED
SF
SHT
SHR
SHTHG
SHV
SIM
SL
SLDG
SOUTH
SUPPLY AIR
SOUND ATTENUATION
BLANKET
SPLASH BLOCK
SOLID CORE
SCHEDULE
SEAT COVER DISPENSER
SCUPPER
SHOWER CURTAIN ROD
SCREEN
SMOKE DETECTOR
SECTION
SEE ELECTRICAL
DRAWINGS
SQUARE FEET
SHEET
SHOWER
SHEATHING
SHELVING
SIMILAR
SLOPE
SLIDING
SPC
SPEC
SPKLR
SPKR
SQ
SSD
DRAWINGS
SST
SMD
DRAWINGS
SMLS
SS
STA
STD
STL
STOR
STR
STRUCT
SURR
SUSP
SVCE
SW
SYMM
SYS
CONCRETE
A R C H I T E C T S
STAINLESS STEEL
SEE MECHANICAL
SEAMLESS
SOLID SURFACE
STATION
STANDARD
STEEL
STORAGE
STRINGERS
STRUCTURAL
SURROUND
SUSPENDED
SERVICE
SWITCH
SYMMETRICAL
SYSTEM
TREAD
TOWEL BAR
TO BE DETERMINED
TRENCH DRAIN
TELEPHONE
TEMPERATURE
TERRAZZO
TONGUE AND GROOVE
THRESHOLD
THROUGH
THICKNESS
TACK BOARD
TEMPERED
TOP OF CURB
TOP OF MASONRY
TOP OF PARAPET
TOP OF SLAB
TOP OF WALL
TOILET PAPER DISPENSER
TOILET PAPER HOLDER
TUBE STEEL
TOWEL SHELF
THERMOSTAT
TELEVISION
TYPICAL
TOILET
U
UBC
UC
UNGD
UH
UL
UNFIN
UNO
UR
UNIFORM BUILDING CODE
UNDERCUT
UNDERGROUND
UNIT HEATER
UNDERWRITERS LABORATORY
UNFINISHED
UNLESS OTHERWISE NOTED
URINAL
V
VAR
VB
VCT
VERT
VEST
VOL
VP
VTR
VWC
W
W/
WC
WCLR
WD
WDSP
WDW
WF
WGL
WH
W/O
WP
WR
WSCT
WSP
WT
WWF
VARIES
VALVE BOX
VINYL COMPOSITION TILE
VERTICAL
VESTIBULE
VOLUME
VENEER PLASTER
VENT THROUGH ROOF
VINYL WALL COVERING
W
WIDE
WITH
WALL COVERING
WATER COOLER
WOOD
WASTE DISPOSER
WINDOW
WIDE FLANGE
WIRED GLASS
WATER HEATER
WITHOUT
WATERPROOF/
WATERPROOFING
WATER REPELLENT
WAINSCOT
WET STAND PIPE
WEIGHT
WELDED WIRE FABRIC
SAND, MORTAR, PLASTER,
TILE BACKER BOARD
CLASSIFIED COMPACTED FILL
EARTH, UNCLASSIFIED FILL
BATT INSULATION
FINISHED WOOD
RIGID INSULATION
METAL
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
PLYWOOD/MDF
GLASS
GYPSUM WALL BOARD
CERAMIC TILE, VCT OR
RESILIENT FLOORING
ACOUSTICAL TILE
CARPET
T
T
TB
TBD
TD
TEL
TEMP
TER
T&G
THRES
THRU
THK
TK BD
TMPD
TOC
TOM
TOP
TOS
TOW
TPD
TPH
TS
TSH
TSTAT
TV
TYP
TLT
RIM
CMU
PROJECT SPECIFIC ABBREVIATIONS
TCCM
PERMIT SET
TOWN CENTER CORTE MADERA
SYMBOLS LEGEND
ROOM NAME
ROOM DESIGNATION
XXx
WALL TYPE
DOOR DESIGNATION
XX
GRIDLINE
RM NO
XXXX
X'XX" AFF
1
CEILING HEIGHT DESIGNATION
EXTERIOR ELEVATION DESIGNATION
A101
SIM
XXXX
DET_NO
EQUIPMENT DESIGNATION
DETAIL DESIGNATION
SHT_NO
SIM
XX
DET_NO
OPENING DESIGNATION
BUILDING SECTION DESIGNATION
SHT_NO
ABBREVIATIONS AND SYMBOLS
LEGEND
C
F
FA
FAB
FB
FCU
FD
FDTN
FE
FEC
FF
FF & E
I
OF/OI
SNDU
SEALANT
SHEET METAL
SANITARY NAPKIN
DISPENSER
SANITARY NAPKIN DISPOSAL
UNIT
SPACING
SPECIFICATION
SPRINKLER
SPEAKER
SQUARE
SEE STRUCTURAL
SHEET TITLE:
BARBEQUE
BOARD
BELOW FINISH FLOOR
BACK BOARD
BUILDING
BLOCK
BLOCKING
BEAM
BOTTOM OF DECK
BOTTOM FACE
BOTTOM
BEDROOM
BEARING
BRACKET
BASEMENT
BETWEEN
BUILT-UP ROOFING
ES
EQ
EQUIP
EOS
EWC
EXH
EXP
EXPN
EXT
(E)
HW
HWR
HWS
OA
OBS
OC
OD
OF/CI
SLNT
SM
SND
BBQ
BD
BFF
BKBD
BLDG
BLK
BLKG
BM
BOD
BOT F
BOT
BR
BRG
BRKT
BSMT
BTWN
BUR
EJ
EL
ELAST
ELEC
ELEV
EMER
ENCL
EPB
EPDM
EAST
EACH
EXTERIOR INSULATION
FINISH SYSTEM
EXPANSION JOINT
ELEVATION
ELASTOMERIC
ELECTRICAL
ELEVATOR
EMERGENCY
ENCLOSURE
ELECTRICAL PANEL BOARD
ETHYLENE PROPYLENE
DIENE MONOMER
EACH SIDE
EQUAL
EQUIPMENT
EDGE OF SLAB
ELECTRIC WATER COOLER
EXHAUST
EXPOSED
EXPANSION
EXTERIOR
EXISTING
F
O
OVERALL
OBSCURE
ON CENTER
OUTSIDE DIAMETER
OWNER FURNISHED/
CONTRACTOR INSTALLED
OWNER FURNISHED/
OWNER INSTALLED
OVERFLOW DRAIN
OVER HANG
OPPOSITE HAND
OPENING
OPPOSITE
OPERABLE
OVER HEAD
OWNER:
B
E
EA
EIFS
HARDBOARD
HARDWARE
HARDWOOD
HOLLOW METAL
HORIZONTAL
HAND SINK
HEIGHT
HEATING, VENTILATION AND
AIR CONDITIONING
HOT WATER
HOT WATER RETURN
HOT WATER SUPPLY
ABV
A/C
AC
ACP
AD
ADDL
ADF
ADJ
AFF
AFS
AGGR
ALUM
ALT
ANOD
APPROX
ARCH
ANCHOR BOLT
ACRYLONITRILE BUTADIENE
STYRENE
ABOVE
AIR CONDITIONING
ASPHALTIC CONCRETE
ACOUSTICAL CEILING PANEL
AREA DRAIN
ADDITIONAL
ACCESSIBLE DRINKING FOUNTAIN
ADJACENT
ABOVE FINISH FLOOR
ABOVE FINISH SLAB
AGGREGATE
ALUMINUM
ALTERNATE
ANODIZED
APPROXIMATE
ARCHITECTURAL
HDBD
HDW
HDWD
HM
HORIZ
HS
HT
HVAC
ADDRESS:
AB
ABS
E
A
PROJECT TITLE:
ABBREVIATIONS LEGEND
SIM
XXXX
DET_NO
FURNITURE DESIGNATION
WALL SECTION DESIGNATION
SHT_NO
1
X
REVISION DESIGNATION
1
A101
1
INTERIOR ELEVATION DESIGNATION
1
X
MATCHLINE
PLAN KEYNOTE
NO DESCRIPTION
DATE
REVISIONS
X
DEMOLITION KEYNOTE
NAME
ELEVATION
DATUM DESIGNATION
BREAK LINE
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
AJD
MJ
DWG NO:
1
A101
VIEW NAME 1
TITLE DESIGNATION
A001
SHEET
GENERAL NOTES
1.
2.
WHERE WALLS TO REMAIN ARE DAMAGED BY DEMOLITION, REPLACE
WITH (N) MATERIALS TO MATCH EXISTING.
REFER TO STRUCTURAL FOR ADDITIONAL INFORMATION.
RIM
A R C H I T E C T S
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SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
23
22C
22A
22
21
19B
20
19A
19 18D
18A
18
17A
17
LEGEND
(E) ITEM TO REMAIN
(E) ITEM TO BE DEMOLISHED
NO WORK THIS AREA
ROOF DRAIN
PROPOSED PLYWOOD HOARDING BEFORE COMPLETION OF
SITEWORK
F1
PROPOSED PLYWOOD HOARDING RELOCATION AFTER
COMPLETION OF SITEWORK
PERMIT SET
DEMOLISH AND REMOVE (E) EXTERIOR DOOR AND DOOR FRAME
2
DEMOLISH AND REMOVE (E) EXTERIOR WALL FACADE, STOREFRONTS,
CANOPIES, AND ASSOCIATED LIGHTING
3
DEMOLISH AND REMOVE (E) FOUNTAIN, RAILING, AND RAISED SEATING.
INCLUDING ANY RELATED FOUNTAIN PUMP, PIPING , WIRING, AND
ELECTRICAL BOXES. IMMEDIATELY BACKFILL TO AVOID WATER
ACCUMULATION.
4
(E) ELEPHANT STATUE TO BE REMOVED, REFURBISHED AND
RELOCATED UNDER SEPARATE PERMIT
5
DEMOLISH AND REMOVE (E) TOWER COLUMNS
6
DEMOLISH AND REMOVE PORTION OF (E) CONCRETE SLAB. REFER TO
STRUCTURAL FOR EXTENT
8
7
DEMOLISH AND REPLACE (E) INTERIOR WALL AS NECESSARY
10
8
REMOVE AND RE-STOCK (E) FIELD PAVERS FOR REUSE
9
DEMOLISH (E) CEILING AS NECESSARY TO ACCESS STRUCTURE.
PROTECT IN PLACE (E) FIRE SPRINKLER SUPPRESSION SYSTEM
10
DRAINS TO REMAIN, CONTRACTOR TO LOCATE LINES TO AVOID
DAMAGE DURING DEMOLITION OF FOUNTAIN
11
DEMOLISH (E) COLUMNS
10
"±
7'-0
8
6
9
W3
11
2
1
1
2
W2
2
1
2
W1
11
11
9
2
2
G5
10
4
8
3
H1
U
2
1
9
SHEET TITLE:
9
KEYNOTES
7
9
OWNER:
1
G3
W4
ADDRESS:
G
PROJECT TITLE:
F4
REFER TO KEYNOTES FOR AREA DEMOLISHED
7'-0" ±
5
NO DESCRIPTION
PLAN
NORTH
2
AD101
1/8" = 1'-0"
0"
4'
8'
16'
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
EMF
MJ
DWG NO:
AD101
SHEET
GENERAL NOTES
1.
2.
WHERE WALLS TO REMAIN ARE DAMAGED BY DEMOLITION, REPLACE
WITH (N) MATERIALS TO MATCH EXISTING.
REFER TO STRUCTURAL FOR ADDITIONAL INFORMATION.
RIM
A R C H I T E C T S
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SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
23
22C
22A
22
21
19B
20
19A
19 18D
18A
18
17
17A
LEGEND
(E) ITEM TO REMAIN
(E) ITEM TO BE DEMOLISHED
NO WORK THIS AREA
ROOF DRAIN
PROPOSED PLYWOOD HOARDING BEFORE COMPLETION OF
SITEWORK
F1
PROPOSED PLYWOOD HOARDING RELOCATION AFTER
COMPLETION OF SITEWORK
PERMIT SET
DEMOLISH AND REMOVE (E) STORAGE WALLS AND ROOF ASSEMBLY
INCLUDING ANY ASSOCIATED DOORS, DOOR FRAMES, VENTS AND
DOWNSPOUTS
2
DEMOLISH AND REMOVE (E) TOWER WALL AND ROOF ASSEMBLY
INCLUDING THE SHIP LADDER, CLOCK ASSEMBLY AND ANY
ASSOCIATED LIGHTING
3
REMOVE (E) SPIRE AND REINSTALL ON NEW TOWER ROOF
4
REPLACE (E) SEISMIC JOINT
5
REMOVE (E) SEISMIC JOINT CLADDING AND REPLACE (E) SEISMIC JOINT
6
DEMOLISH AND REMOVE (E) ROOFING
7
REMOVE (E) ROOF DRAIN
8
DEMOLISH AND REMOVE (E) PARAPET
9
REMOVE (E) ELECTRICAL PANEL AND REINSTALL AT (N) TOWER
LOCATION. REFER TO ELECTRICAL DRAWINGS FOR LOCATION
10
REFERENCE NEW ROOF PLAN FOR EXTENT OF ROOFING DEMOLITION
11
REMOVE AND REPLACE (E) FLASHING FOR (N) ROOF CONSTRUCTION
12
(E) ROOF LADDER TO REMAIN
6
9
5
W3
1
8
8
7
W2
G5
W1
3
2
H1
U
1
10
4
SHEET TITLE:
KEYNOTES
G3
11
12
OWNER:
11
W4
ADDRESS:
G
PROJECT TITLE:
F4
REFER TO KEYNOTES FOR AREA DEMOLISHED
PLAN
NORTH
1
AD102
1/8" = 1'-0"
NO DESCRIPTION
0"
4'
8'
16'
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
EMF
MMJ
DWG NO:
AD102
SHEET
GENERAL NOTES
1.
2.
3.
REFER TO SHEET G002 FOR GENERAL PROJECT NOTES
REFER TO STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION
REFER TO A-601 FOR DOOR HARDWARE
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
22c
22
21
20
19a 19 18d 18c
20' - 0"
20' - 0"
18
17b
17a
17
1' - 2"
0' - 9"
29' - 5 1/2"
18a
19' - 3"
4' - 6"
11' - 7"
12' - 9"
9' - 8 1/2"
3' - 4 1/2"
14' - 11"
LEGEND
(E) WALLS
(N) WALLS
NO WORK THIS AREA
F1
101
0' - 7 1/2"
20' - 5 1/2"
TENANT
TENANT
103
105
TENANT
TENANT
107
109
PERMIT SET
'12
1"
1'
"
-6
6"
1' - 9"
1' -
3' - 6"
± 8' - 0"
3' - 6"
8' - 0"
6"
1' - 6"
14' - 6"
2' - 6"
7' - 6"
1
3
(N) TENANT DEMISING WALL, TO MATCH (E) ASSEMBLY IN FINISH AND
FIRE RATING. PROVIDE MINIMUM R-13 VALUE. SEE DETAILS 9 & 10 ON
A503 FOR TOP AND BOTTOM WALL DETAILS
4
(E) DRAINS TO REMAIN.
5
BACKFILL EXISTING GRADE FROM DEMOLISHED FOUNTAIN AS REQUIRED
WITH CLASS 2 AGGREGATE BASE. SOIL SHOULD BE MOISTURE
CONDITIONED WITH A LIQUID LIMIT LESS THAN 40 AND COMPACTED TO
90% RELATIVE COMPACTION
6
LINE OF (N) FLOOR SLAB, SEE STRUCTURAL DRAWINGS
7
(E) SEISMIC JOINT
8
(E) STRUCTURE
9
1-HR RATED ENCLOSURE FOR COLUMN, REFER TO 8 ON A503 FOR
TYPICAL COLUMN WRAP DETAIL.
A301
3' - 6"
3
1
A201
3
A206
± 8' - 0"
12'
- 1"
W2
G5
(N) CONCRETE MAT SLAB, FINISH TO MATCH EXISTING. SEE
STRUCTURAL DRAWINGS
1
A204
3' - 9"
A201
A502
1' - 2"
"
-6
A206
1' -
2
2' - 0"
8' - 4 1/8" 3' - 1 3/4" 8' - 4 1/4"
2
1' - 2 1/2"
8' - 6"
9' - 9"
± 1' - 10" 1' - 3"
8' - 3 5/8"
10
2
A205
1'
G3.9
G4
(N) OR SALVAGED FIELD PAVERS. INSTALL OVER SAND BASE TO MATCH
(E) CONDITIONS
2
2
7
W3
1
3' - 7"
5
W1
4
4
FIRST FLOOR PLAN
6
SHEET TITLE:
3
"
1' - 6
G3.5
12' - 11"
KEYNOTES
1
A502
6"
11' -
13' - 2 1/2"
"
2' - 5
9
9
1
11
OWNER:
G3
ALIGN
W4
ADDRESS:
G
PROJECT TITLE:
8
V
2' - 11"
F4
TENANT
1
1
4
1
4
A206
A206
A205
1
A201
9
A204
1
7
A205
A204
PLAN
NORTH
1
A101
FIRST FLOOR PLAN
1/8" = 1'-0"
0"
4'
8'
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
16'
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
MEG
MJ
DWG NO:
A101
SHEET
GENERAL NOTES
1.
2.
3.
4.
REFER TO SHEET G002 FOR GENERAL NOTES PLAN.
REFER TO STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION.
CONTRACTOR TO VERIFY IN FIELD LOCATION OF (E) ROOF DRAINS.
REFER TO LANDSCAPE DRAWINGS FOR ADDITIONAL PLANTERS
INFORMATION
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
7
A204
23 22c 22C
22A
22
21
20
19a 19 18d 18c
18a
18
17b
17a
17
9
A204
0' - 6 1/2"
0' - 9"
15' - 1"
14' - 4 1/2"
20' - 0"
20' - 0"
19' - 3"
1' - 2"
11' - 7"
4' - 6"
22' - 6"
3' - 4 1/2"
14' - 11"
LEGEND
NO WORK THIS AREA
F1
ROOF DRAIN
5
A501
2
1
2
7
1
G3.5
A203
9' - 9"
1
A202
1
KEYNOTES
1
W3
A301
1
PLANTERS, TYP. SEE LANDSCAPE AND STRUCTURAL DRAWINGS
2
EXTENT OF ROOF REPLACEMENT TO BE DEFINED BY LOCATION OF (E)
ROOF HIGH POINT. CONTRACTOR TO VERIFY LOCATION OF ROOF HIGH
POINT.
3
(N) SEISMIC JOINT
4
(N) ROOF DRAIN WITH OVERFLOW. CONNECT TO (E) STORM DRAIN
PIPING BELOW. SEE PLUMBING DWGS
5
RAISED SEAM METAL ROOF W/ INTERNAL GUTTER @ TOP OF TOWER
6
(N) ALUMINUM & WIRE TRELLIS STRUCTURE, POWDER COAT FINISH. SSD
7
(N) ROOF CURB FOR TRANSITION OF ROOF MATERIALS TO OCCUR AT
HIGH POINT OF ROOF, CONTRACTOR TO VERIFY LOCATION.
8
REPLACE (E) FLASHING AT BOTTOM OF PARAPET TO ACCOMMODATE (N)
ROOFING
1
9
(E) ROOF LADDER
A201
10
LINE OF (N) PARAPET
G3.9
G4
6
4
12' - 11"
4
6
3
2
A201
A201
1
A105
W2
G5
1
3
A206
W1
5
NEW ROOF PLAN
A202
3
SHEET TITLE:
A503
2
9
OWNER:
3
4
0' - 4"
W4
13' - 2 1/2"
G3
ADDRESS:
G
V
PROJECT TITLE:
F4
0' - 3 1/2"
20' - 5 1/2"
PERMIT SET
PLAN
NORTH
1
A102
ROOF PLAN
1/8" = 1'-0"
0"
4'
8'
16'
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
MEG
MMJ
DWG NO:
A102
SHEET
GENERAL NOTES
1.
2.
3.
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
18
17b
2
2
A202
A202
18
17b
LEGEND
14' - 10"
1' - 1"
14' - 10"
3' - 5"
3' - 5"
1' - 1"
8' - 0"
8' - 0"
3' - 5"
(E) WALLS
2' - 7"
3' - 5"
0' - 10"
2' - 4"
3' - 4"
2' - 4"
0' - 10"
2' - 7"
9
10
NO WORK THIS AREA
0' - 10"
1' - 1"
(N) WALLS
PERMIT SET
0' - 6"
1
1
1
1
8' - 0"
1
KEYNOTES
1
8' - 0"
14' - 10"
8' - 0"
A203
14' - 10"
A203
1
1
A301
A301
1
12
4
2
NEW 3'-0" x 7'-0" x 1 3/4" HOLLOW METAL DOOR AND FRAME W/ DOOR
HARDWARE SET 1.
3
STEEL COLUMN, SEE STRUCTURAL DRAWINGS
4
GFRC CORNICE MOLDING BELOW
5
EXPOSED STRUCTURAL STEEL
6
OPENING ABOVE
7
(N) PLYWOOD FLOOR OVER METAL STUDS.
8
PARAPET BELOW
9
LOCATION OF (N) TOWER DOWNSPOUT TERMINATION @ ROOF DECK
LEVEL
10
CONCEALED ROOF DOWNSPOUT
11
NEW STUD WALL
12
STRUCTURAL BEAM, SSD. SEE DETAIL 5 / A503
13
FACE OF EIFS FINISH BELOW. SEE SECTIONS AND ELEVATIONS FOR
ADDITIONAL INFORMATION
1
TYP
G4
3' - 5"
3' - 5"
10
9
3
6
A503
2' - 7"
G4
0' - 10"
5
7
1
A204
13
9
3
7
A204
A204
A204
A201
0' - 1"
0' - 3"
1' - 1"
8
8
1
A201
13
9
A103
TOWER FLOOR PLAN BELOW EQUIPM. LEVEL
1/2" = 1'-0"
1
0"
1'
2'
4'
A103
A204
PLAN
NORTH
TOWER FLOOR PLAN AT (E) ROOF DECK
1/2" = 1'-0"
1
2
A204
PLAN
NORTH
2
ALTERNATIVE TREAD DEVICE, TO EQUIPMENT LEVEL, WITH HANDRAILS
AT EACH SIDE, WITH A A MIN. TREAD DEPTH OF 5 INCHES, A MINIMUM
PROJECTED TREAD DEPTH OF 8 1/2", A MIN. TREAD WIDTH OF 7" AND A
MAXIMUM RISER HEIGHT OF 9 1/2". CONTRACTOR TO PROVIDE SHOP
DRAWINGS FOR ARCHITECT'S REVIEW.
TOWER FLOOR PLANS
12
SHEET TITLE:
A202
7
FFE: 16'-0"
OWNER:
A202
1
11
14
ADDRESS:
1
6
0' - 3"
0' - 3"
OPEN TO
BELOW
PROJECT TITLE:
G3.5
0' - 10"
G3.5
2' - 7"
3' - 5"
3' - 5"
2
0"
1'
2'
4'
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
EF
MMJ
DWG NO:
A103
SHEET
GENERAL NOTES
1.
2.
3.
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
2
2
A202
A202
18
17b
18
13' - 10"
0' - 9 1/8"
0' - 9 7/8"
1' - 3 1/2"
LEGEND
17b
14' - 10"
.0'-9 1/8"
0' - 9 7/8"
8' - 1"
0' - 6"
(E) WALLS
13' - 10"
1' - 3 1/2"
2' - 11"
0' - 6"
8' - 0"
(N) WALLS
2' - 11"
7
NO WORK THIS AREA
7
4
1' - 3"
0' - 6"
4
PERMIT SET
A501
9
5
1
1
1
A301
4' - 0"
1
8' - 0"
RIDGELINE
13' - 10"
RIDGELINE
KEYNOTES
A203
14' - 10"
13' - 10"
8' - 1 1/2"
6
A203
1
1
ALTERNATING TREAD DEVICES WITH HANDRAILS AT EACH SIDE, WITH A
MIN. TREAD DEPTH OF 5 INCHES, A MINIMUM PROJECTED TREAD DEPTH
OF 8 1/2", A MIN. TREAD WIDTH OF 7" AND A MAXIMUM RISER HEIGHT OF
9 1/2". CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR ARCHITECT'S
REVIEW.
2
STEEL COLUMN, REFER TO STRUCTURAL TYP.
3
INTERNALLY ILLUMINATED TRANSLUCENT CLOCK, TYP. OF 4 SIDES, OFCI.
4
CONCEALED ROOF DOWNSPOUT IN COLUMN
5
19" HIGH DECORATIVE METAL RAILING ATTACHED TO WALL, STRENGTH
MIN. 50 POUNDS PLF, TYP. OF 4. FINISH TO MATCH RAISED SEAM METAL
ROOF. SEE DETAIL 1 / A503
6
48"x48" ROOF HATCH
7
TOWER EXTERIOR FACE OF FINISH OUTLINE BELOW
8
SIDE WALL ROOF DRAIN, SEE DETAIL 8 / A502
9
42" GUARDRAILS WITH POSTS @ 20"O.C. MAX., TYP. AROUND OPENING
A301
1/4" : 12" SLOPE
1
1
A202
A202
1
1/4" : 12" SLOPE
EQ.
PE
LO
S
"
1/4
PE
LO
"S
1/4
0' - 9 3/8"
0' - 9 5/8"
1
8
4
2
G4
4
0' - 6"
1' - 3"
2' - 11"
G4
7
1
A204
9
A204
5
1
7
A204
7
A201
A204
7
9
A201
4
A204
A204
PLAN
NORTH
2
A104
TOWER TOP FLOOR PLAN
1/2" = 1'-0"
A104
1'
2'
4'
1
PLAN
NORTH
1
0"
1
TOWER FLOOR PLANS
1
SHEET TITLE:
A501
EQ.
1
FFE: 35'-6"
2
PE
LO
"S
1/4
1/4
"S
LO
PE
1/4" : 12" SLOPE
FFE: 41'-2"
4' - 0"
OWNER:
EQ.
TYP.
1/4" : 12" SLOPE
ADDRESS:
8
EQ.
0' - 9 3/8"
0' - 9 5/8"
G3.5
G3.5
3
PROJECT TITLE:
2' - 11"
7
EQUIPMENT LEVEL FLOOR PLAN
1/2" = 1'-0"
0"
1'
2'
4'
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
MEG
MMJ
DWG NO:
A104
SHEET
GENERAL NOTES
1.
2.
3.
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
2
18
17b
A202
14' - 2"
9' - 9"
EQ.
LEGEND
(E) WALLS
EQ.
(N) WALLS
2
NO WORK THIS AREA
EQ.
6
3 1/2" / 12"
3
G3.5
PERMIT SET
5
1
KEYNOTES
4
9' - 9"
14' - 2"
A203
1
3 1/2" / 12"
1
RAISED SEAM METAL ROOF
2
CONCEALED DOWNSPOUTS
3
CONCEALED ROOF GUTTER
4
RELOCATED SPIRE W/ SQUARE BASE FROM (E) TOWER. SEE
STRUCTURAL FOR SPIRE ATTACHMENT DETAIL
5
VENT ALONG RIDGE
6
EIFS WALL BELOW
A301
3 1/2" / 12"
5
5
A503
5
EQ.
G4
6
1
3 1/2" / 12"
A202
5
1
7
1
9
A204
A201
A204
SHEET TITLE:
OWNER:
2
ADDRESS:
PROJECT TITLE:
A204
PLAN
NORTH
1
A105
1/2" = 1'-0"
0"
1'
2'
4'
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
MG
MJ
DWG NO:
A105
SHEET
GENERAL NOTES
1
1.
2.
A203
G3.5
G3.9 G4
2
A104
TYP.
PLANTERS, SEE LANDSCAPE
DRAWINGS
DRAWINGS
VIF
EQUIPMENT LEVEL
PARAPET CAP
2
A103
EIFS FINISHED WALL, E-1
PARAPET CAP
REVEALS, TYP.
VARIES. VIF
CL
EQ EQ
A503
VARIES. VIF
1
BUILDING IN
FOREGROUND
OPENING
LIMESTONE COLUMN BASE,
TYP. (S-1)
A201
.
.
.
FACADES NOT PERPENDICULAR TO VIEW
2
0"
1/8" = 1'-0"
4'
FIRST FLOOR (NGVD
2.17)
0' - 0"
8'
16'
WEST ELEVATION
A201
1/8" = 1'-0"
0"
4'
8'
16'
8
A204
17b
17a
NGVD 62.17
(MAX. NGVD 63.5)
(N) CLOCK TOWER
BEYOND
3
10' - 10 1/2"
TOP OF TOWER (NGVD 58.17)
(MAX. NGVD 59.5)
2
A104
A205
TYP.
A206
A205
A205
1
ALUMINUM TRELLIS, SSD
21
20
19a
19 18d 18c
EQUIPMENT LEVEL
18a
DRAWINGS
PARAPET CAP
(E) PARAPET BEYOND
2
A103
18' - 6 1/2"
22A
ALIGN TOP OF PARAPET W/
EXISTING
1
A103
(E) ROOF DECK
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
VARIES. VIF
OPENING
OPENING
OPENING
OPENING
OPENING
OPENING
OPENING
REVISIONS
16' - 11 1/2"
23' - 0" VIF
EXISTING FACADE
REVEALS, TYP. WHERE
INDICATED
56' - 0"
1
9' - 7 1/2"
4
PROJECT TITLE:
TOWER TOP LEVEL
1
A104
23
22c 22C
VIF
18
OPENING
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
FIRST FLOOR (NGVD
2.17)
0' - 0"
(E) FACADE
NOT IN SCOPE
1
A201
SOUTH ELEVATION
1/8" = 1'-0"
FACADE NOT PERPENDICULAR
EXTERIOR ELEVATIONS
A503
SIM
PERMIT SET
SHEET TITLE:
EAST ELEVATION
OPENING
9
FIRST FLOOR (NGVD
2.17)
0' - 0"
A206
OPENING
BUILDING IN
FOREGROUND
OWNER:
OPENING
3
3
(E) ROOF DECK
LIMESTONE COLUMN BASE, S-1
1
(E) ROOF DECK
10
ADDRESS:
OPENING FOR FUTURE STOREFRONT.
CLAD W/ PLYWOOD OVER MTL FRAMING
AND PAINT FINISH, TYP. REFER TO
STRUCTURAL
OPENING FOR FUTURE
STOREFRONT. CLAD W/
PLYWOOD OVER MTL FRAMING
AND PAINT FINISH, TYP. REFER
TO STRUCTURAL
LIGHT FIXTURE, SEE ELECTRICAL
1
A103
16' - 11 1/2"
VIF
MATCH ADJACENT FACADE HEIGHT
3' - 6"
REVEALS, TYP. WHERE
INDICATED. SEE DETAIL
13 / A501
56' - 0"
SUPPORT FOR
PLANTERS, SSD
18' - 6 1/2"
A206
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
9' - 7 1/2"
1
A104
ALUMINUM TRELLIS
G4 G3.9
A R C H I T E C T S
TOWER TOP LEVEL
(N) CLOCK TOWER BEYOND
1
10' - 10 1/2"
(MAX. NGVD 59.5)
G5
RIM
G5
NGVD 62.17
(MAX. NGVD 63.5)
ALUMINUM TRELLIS
BEYOND, SSD
REFER TO SHEET A-601 FOR EXTERIOR FINISH SCHEDULE
REFER TO SHEET A-601 FOR ASSEMBLY TYPES
(E) FACADE
NOT IN SCOPE
2015.03.31
136074
EF
MMJ
DWG NO:
0"
4'
8'
16'
A201
SHEET
GENERAL NOTES
7
9
A204
A301
A204
17b
RELOCATED SPIRE FROM (E)
TOWER, M-1, SSD FOR SPIRE
ATTACHEMENT DETAIL
NGVD 62.17
(MAX. NGVD 63.5)
1
METAL SOFFIT, MATCH M-1
2
A104
OPEN
METAL RAILING, MATCH M-1
COLOR. SEE DETAIL
1 / A503
(MAX. NGVD 59.5)
12"
EIFS E-2
METAL SOFFIT, COLOR TO
MATCH M-1
1
2
A104
OPEN
REVEALS, TYP.
METAL RAILING, COLOR TO
MATCH M-1
EIFS FINISHED COLUMN,
FINISH E-2
1
EIFS FINISHED COLUMNS,
FINISH E-2
TOWER TOP LEVEL
REVEALS, TYP. WHERE INDICATED.
SEE DETAIL
13 / A501
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
TOWER TOP LEVEL
REVEALS, TYP. WHERE INDICATED.
SEE DETAIL
13 / A501
1
A104
TONE-ON-TONE STENCILING, TYP.
AROUND CLOCK, E-3
1
AROUND CLOCK, E-3
A104
PERMIT SET
GFRC CORNICE, PROFILE A. SEE
DETAIL
9 / A501
GFRC CORNICE, PROFILE A
SEE DETAIL
9 / A501
MAINTENANCE DOOR W/ LOUVER.
PAINT DOOR TO MATCH ADJACENT
WALL FINISH COLOR
TYP.
9
A501
REVEALS, TYP. WHERE
13 / A501
1
A103
1
A103
PATH OF INTERNAL DOWNSPOUT.
DAYLITE TO (E) ROOF
0' - 0 5/8"
0' - 10"
TYP.
2
A103
(E) ROOF DECK
VARIES. VIF
BUILDING IN
FOREGROUND
10
(E) ROOF DECK
A503
VARIES. VIF
TOWER ELEVATIONS
2
A103
SHEET TITLE:
EQUIPMENT LEVEL
OWNER:
EQUIPMENT LEVEL
SOFT, INTERNALLY ILLUMINATED
TRANSLUCENT CLOCK FACE, OFCI
TRANSLUCENT CLOCK FACE
ADDRESS:
REVEALS, TYP. SEE DETAIL
13 / A501
"/
3 1/2
A R C H I T E C T S
EIFS E-2
G3.5
NGVD 62.17
(MAX. NGVD 63.5)
RAISED SEAM METAL ROOF W/
INTERNAL GUTTER, M-1
(MAX. NGVD 59.5)
2"
"/1
3 1/2
G4
ATTACHEMENT DETAIL
PROJECT TITLE:
1
1.
2.
18
RIM
1
BUILDING IN
FOREGROUND
9
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
A503
FIRST FLOOR (NGVD
2.17)
0' - 0"
2
A202
FIRST FLOOR (NGVD
2.17)
0' - 0"
NORTH TOWER ELEVATION
1/4" = 1'-0"
1
0"
2'
4'
8'
A202
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
EAST TOWER ELEVATION
1/4" = 1'-0"
0"
2'
4'
8'
2015.03.31
136074
AJD
MMJ
DWG NO:
A202
SHEET
GENERAL NOTES
1.
2.
ATTACHEMENT DETAIL
RIM
1
A R C H I T E C T S
A301
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
G3.5
G4
NGVD 62.17
(MAX. NGVD 63.5)
(MAX. NGVD 59.5)
EIFS E-2
METAL SOFFIT, COLOR TO
MATCH M-1
1
METAL RAILING, COLOR TO
MATCH M-1
7' - 2"
REVEALS, TYP. WHERE
13 / A501
10' - 10 1/2"
1
2
A104
1
TOWER TOP LEVEL
EIFS FINISHED COLUMN,
FINISH E-2
1
A104
9' - 7 1/2"
12' - 6"
REVEALS, TYP. WHERE
13 / A501
PERMIT SET
10" TYP
1' - 0"
PATH OF INTERNAL DOWNSPOUT.
DAYLITE TO (E) ROOF
(E) ROOF DECK
VARIES. VIF
TOWER ELEVATIONS
18' - 6 1/2"
1
A103
6' - 2"
REVEALS, TYP. WHERE
13 / A501
SHEET TITLE:
9
A501
8' - 10"
TYP.
GFRC CORNICE, PROFILE A.
SEE DETAIL
9 / A501
OWNER:
2
A103
ADDRESS:
AROUND CLOCK, E-3
PROJECT TITLE:
EQUIPMENT LEVEL
TRANSLUCENT CLOCK FACE
11' - 0"
BUILDING IN
FOREGROUND
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
FIRST FLOOR (NGVD
2.17)
0' - 0"
1
A203
WEST TOWER ELEVATION
1/4" = 1'-0"
0"
2'
4'
8'
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
AJD
MMJ
DWG NO:
A203
SHEET
9
A204
A204
RELOCATED SPIRE FROM
(E) TOWER, SSD FOR SPIRE
ATTACHEMENT DETAIL
EIFS E-2
A204
EQUIPMENT LEVEL
TOWER TOP LEVEL - KEY PLAN
A204
1' - 3"
3' - 1"
CLOCK BEYOND
REVEALS, TYP. WHERE
13 / A501
1/4" = 1'-0"
1
A104
18
G4
EQUIPMENT LEVEL
EQUIPMENT LEVEL
PERMIT SET
1
ALTERNATIVE TREAD DEVICE
9
A501
MAINTENANCE
DOOR W/ LOUVER
TYP.
9
A501
0' - 10"
TYP.
GFRC CORNICE,
PROFILE A, SEE
DETAIL
12 / A502
AREA FOR FULL-EXPRESSION
TENANT FACADE
VARIES. VIF
9
AREA FOR TENANT
STOREFRONT
(N) MAT SLAB,
SSD
EQ
CL
EQ
BUILDING
ENCLOSURE
PREPARED FOR
TENANT
IMPROVEMENTS
EQ.
CL
1
A103
PLYWOOD
DECKING OVER
MTL STUDS
(E) ROOF DECK
(E) ROOF DECK
VARIES. VIF
VARIES. VIF
OPENING
LIMESTONE REVEAL, TYP.
SEE DETAIL
4 / A502
1/4" = 1'-0"
18
910
PLAN AT ROOF DECK - KEY PLAN
2
A204
1/4" = 1'-0"
18
(N) OR SALVAGED
FIELD PAVERS
FIRST FLOOR (NGVD
2.17)
0' - 0"
TOWER SECTION @ STOREFRONT OPENING
1/4" = 1'-0"
0"
2'
4'
8
8'
A204
SOUTH TOWER ELEVATION
1/4" = 1'-0"
7
0"
2'
4'
8'
A204
17a
G4
FIRST FLOOR (NGVD
2.17)
0' - 0"
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
FIRST FLOOR - KEY PLAN
A204
A204
17b
3
A502
1
9
17b
G4
VAPOR RETARDER
UNDER SLAB AND MAT
FOUNDATION
A503
A503
LIMESTONE COLUMN BASE
(S-1)
FIRST FLOOR (NGVD
2.17)
0' - 0"
A204
(N) MAT SLAB, SSD
CLAD OPENING W/ PLYWOOD
OVER WOOD FRAMING AND
PAINT FINISH, TYP.
A503
PLAN BELOW MAINT. LVL - KEY PLAN
3
GFRC CORNICE
EQ.
11' - 0"
4
A501
ARCHITECTURAL
DECORATIVE SCONCE
LIGHTING, SEE ELECTRICAL
FOR MOUNTING HEIGHT
17b
GRFC CORNICE
1
A103
0' - 7 1/4"
(E) ROOF DECK
1/4" = 1'-0"
G4
PLYWOOD
DECKING OVER
MTL STUDS
A204
18
GRFC CORNICE,
PROFILE B. SEE DETAIL
9 / A501
REVEALS, TYP. WHERE
13 / A501
1
A103
56' - 0"
GFRC CORNICE,
BEYOND
EQUIPM. LEVEL - KEY PLAN
TYP.
DECORATIVE
UPLIGHTING, SEE
ELECTRICAL DWGS
1' - 2"
A501
FUTURE BRONZE
SCULPTURES
4
2
A103
5' - 0"
5
2
A103
8' - 10"
1-HR SFRM ON
STRUCTURAL MEMBERS
TO INCLUDE, BEAMS,
COLUMNS, AND BRACES,
TYP
2
A103
17b
1/4" = 1'-0"
0"
2'
REVISIONS
4'
0"
2'
4'
8'
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
TOWER SECTION @ NEUTRAL PIER
1/4" = 1'-0"
TOWER SECTIONS AND ELEVATION
SOFT, INTERNALLY
ILLUMINATED TRANSLUCENT
CLOCK FACE
TOWER TOP LEVEL
1
A104
12' - 6"
1
A104
G4
5
SOFT INTERNALLY
ILLUMINATED TRANSLUCENT
CLOCK FACE
17b
SHEET TITLE:
6' - 4" DIA RO, TYP
CONTRACTOR VERIFY WITH MANUF
42" HIGH GUARDS AROUND
OPENING
METAL RAILING BEYOND
STRUCTURAL COLUMN
WITH EIFS FURRING, SSD
TOWER TOP LEVEL
TONE-ON-TONE
STENCILING, TYP. AROUND
CLOCK, E-3
18
2
A104
EIFS FINISHED COLUMN, E-2
A502
1
1' - 7"
METAL RAILING
2
A104
1' - 3"
7' - 2"
CEILING HEIGHT
3' - 2"
3' - 6" MIN.
TYP.
TOWER TOP LEVEL
1/4" = 1'-0"
EXT. METAL CEILING, C-1
REVEALS, TYP. WHERE
13 / A501
8
TOWER ROOF PLAN - KEY PLAN
6
METAL SOFFIT
2
A104
VAPOR
RETARDER
UNDER SLAB
AND MAT
FOUNDATION
A501
METAL RAILING
(MAX. NGVD 59.5)
12"
OWNER:
1
TYP.
11
"/
3 1/2
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
(MAX. NGVD 59.5)
A R C H I T E C T S
SEAM ROOF W/
INTERNAL GUTTER
ADDRESS:
A501
1
NGVD 62.17
(MAX. NGVD 63.5)
RAISED SEAM METAL
ROOF W/ INTERNAL
GUTTER, M-1
TYP.
11
RIM
G4
G4
17b
PROJECT TITLE:
NGVD 62.17
(MAX. NGVD 63.5)
INTERNAL GUTTER
18
17b
G3.9 G4
18
VIF
G3.5
7
A301
0' - 10"
ATTACHMENT DETAIL
1
8'
GENERAL NOTES
1.
2.
2015.03.31
136074
AJD/MEG
MMJ
DWG NO:
A204
SHEET
ALUMINUM & WIRE
TRELLIS
STRUCTURE
4
G4 G3.9
18c
SSD
1
18a
A205
SSD
G4 G3.9
ALUMINUM & WIRE TRELLIS
STRUCTURE
ALUMINUM & WIRE
TRELLIS STRUCTURE
A205
SSD
RIM
SSD
A R C H I T E C T S
1
1
TRELLIS STRUCTURE, SSD
TRELLIS STRUCTURE,
SSD
TRELLIS STRUCTURE,
SSD
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
CYLINDER PLANTER
CYLINDER PLANTER
RECTILINEAR PLANTER
RECTILINEAR PLANTER
PARAPET CAP
1' - 4 1/2"
FOS
PLANTER
STRUCTURE, SSD
A502
SIM
PLANTER
STRUCTURE, SSD
0' - 10"
TYP.
4' - 9"
FACE OF NEUTRAL
PIER BEYOND
PARAPET TYPE 1
7
PARAPET TYPE 1
A502
ROOF TYPE 1
ELEVATION VARIES
0' - 1"
(E) ROOF DECK
(E) ROOF DECK
VARIES. VIF
A502
1' - 9"
EQ
EQ
WALL TYPE 2
11' - 0"
1' - 9"
2" MTL STUD
FURRING
ARCHITECTURAL DECORATIVE
SCONCE LIGHTING, SEE
ELECTRICAL FOR MOUNTING
HEIGHT
OPENING
(E) FLOOR SLAB
LIMESTONE COLUMN BASE, S-1
SEAL WEATHER
BARRIER TO TOP
OF SLAB
LIMESTONE REVEAL, TYP.
SEE DETAIL
4 / A502
1' - 9"
(N) OR SALVAGED
FIELD PAVERS
FIRST FLOOR (NGVD
2.17)
0' - 0"
3
SLAB EXTENSION,
SSD
WALL SECTION @ STOREFRONT OPENING
1/2" = 1'-0"
0"
1'
2'
FIRST FLOOR (NGVD
2.17)
0' - 0"
FIRST FLOOR (NGVD
2.17)
0' - 0"
SPACER
ENLARGED BAY ELEVATION
A205
1/2" = 1'-0"
18d
18c
0"
1'
2'
18a
2' - 8"
8' - 3 1/2"
SLAB EXTENSION
SSD
4'
1
3' - 2 1/2"
A205
4'
WALL SECTION @ NEUTRAL PIER
1/2" = 1'-0"
0"
G3.9
G4
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
1'
2'
4'
9
A502
GENERAL NOTES
2
A205
ENLARGED BAY PLAN
1/2" = 1'-0"
0"
1'
2'
4'
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2' - 1 1/2"
A205
0' - 4 1/4"
WALL SECTIONS AND ENLARGED
BAY ELEVATION/PLAN
15
SHEET TITLE:
(E) CEILING TO BE
DEMOLISHED AND
REPAIRED AS NEEDED
1' - 4 1/2"
(N) OR SALVAGED FIELD
PAVERS
4
0' - 9"
1' - 6"
CL
PROJECT TITLE:
(E) FLOOR SLAB
A502
GFRC CORNICE, PROFILE A
1' - 9"
EDGE OF NEUTRAL
PIER BEYOND
0' - 5"
0' - 6"
12
1' - 9"
(E) CEILING TO BE
DEMOLISHED AND
REPAIRED AS NEEDED
BUILDING
ENCLOSURE
PREPARED FOR
TENANT
IMPROVEMENTS
AREA OF FULL EXPRESSION TENANT FACADE
MATCH ADJACENT FACADE
BUILDING ENCLOSURE,
PREPARED FOR TENANT
IMPROVEMENTS:
-WEATHER BARRIER
-PLYWD
-METAL STUDS WITH BATT
INSULATION
-VAPOR RETARDER
-5/8" GWB
10' - 0"
AREA OF TENANT STOREFRONT
AREA OF FULL-EXPRESSION TENANT FACADE
WALL TYPE 1
PERMIT SET
OWNER:
VARIES. VIF
0' - 2 1/2"
0' - 10"
ADDRESS:
ROOF TYPE 1
(E) DECK
ELEVATION
VARIES
1' - 4 1/2"
13
MATCH ADJACENT
COPING HEIGHT
PARAPET CAP
1.
2.
2015.03.31
136074
EF
MMJ
DWG NO:
A205
SHEET
G5
STRUCTURE
SSD
TYP.
TYP.
FACADE NOT
PERPENDICULAR TO
VIEW
4
1
A206
A206
FACADE NOT
PERPENDICULAR TO
VIEW
G5
STRUCTURE
SSD
1
SSD
RIM
SSD
1
A R C H I T E C T S
ALUMINUM & WIRE
TRELLIS STRUCTURE
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
CYLINDER PLANTER
CYLINDER PLANTER
RECTILINEAR
PLANTER
PARAPET CAP
PARAPET CAP
PARAPET CAP
13
13
A502
A502
SIM
RECTILINIER PLANTER
4' - 9"
PLANTER STRUCTURE,
REFER TO
STRUCTURAL
REVEALS, TYP., WHERE INDICATED
PLANTER
STRUCTURE, SSD
PARAPET TYPE 1
PARAPET TYPE 1
16
ROOF TYPE 1
ELEVATION VARIES
ROOF TYPE 1
ELEVATION VARIES
(E) ROOF DECK
(E) ROOF DECK
(E) ROOF DECK
VARIES. VIF
VARIES. VIF
A502
VARIES. VIF
PERMIT SET
TENANT CANOPY
N.I.C.
OPENING FOR FUTURE
STOREFRONT. CLAD W/ PLYWOOD
OVER WOOD FRAMING AND PAINT
FINISH, TYP.
OPENING
TYP.
6
6
A502
A502
1' - 9"
A502
A206
A206
WALL SECTION @ NEUTRAL PIER
1/2" = 1'-0"
0"
1'
2'
A502
(N) OR SALVAGED
FIELD PAVERS
FIRST FLOOR (NGVD
2.17)
0' - 0"
FIRST FLOOR (NGVD
2.17)
0' - 0"
ENLARGED BAY ELEVATION, TYP
3
SLAB EXTENSION
VARIES
1
LIMESTONE COLUMN BASE,
S-1
5
FIRST FLOOR (NGVD
2.17)
0' - 0"
4
(E) FLOOR SLAB
1' - 9"
(E) FLOOR SLAB
(N) OR SALVAGED FIELD
PAVERS
A502
NEUTRAL PIER
BEYOND
REVEAL, TYP. AT TILE JOINT.
SEE DETAIL 4 / A502
WALL TYPE 2
(E) CEILING TO BE
DEMOLISHED AND
REPAIRED AS NEEDED
WALL SECTIONS AND ENLARGED
BAY ELEVATION/PLAN
WALL TYPE 1
2
SHEET TITLE:
ARCHITECTURAL DECORATIVE
SCONCE LIGHTING, SEE
ELECTRICAL FOR MOUNTING
HEIGHT
EQ.
OWNER:
CL
EQ.
ADDRESS:
EQ.
CL
PROJECT TITLE:
EQ.
BUILDING ENCLOSURE,
PREPARED FOR TENANT
IMPROVEMENTS:
-WEATHER BARRIER
-PLYWD
-METAL STUDS WITH BATT
INSULATION
-VAPOR RETARDER
-5/8" GWB
AREA OF TENANT STOREFRONT
(E) CEILING TO BE
DEMOLISHED AND
REPAIRED AS NEEDED
BUILDING
ENCLOSURE
PREPARED FOR
TENANT
IMPROVEMENTS
AREA OF FULL-EXPRESSION TENANT FACADE
MATCH ADJACENT FACADE HEIGHT
WALL TYPE 1 WITH
5" FURRING
1/2" = 1'-0"
0"
1'
2'
4'
V
SLAB EXTENSION
SSD
1
A206
4'
1' - 6
"
1' - 6"
W2
2
A206
12' - 1"
1/2" = 1'-0"
0"
1'
2'
"
1' - 6
1' - 6"
4'
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
GENERAL NOTES
W1
ENLARGED BAY PLAN, TYP
1/2" = 1'-0"
WALL SECTION @ STOREFRONT OPENING
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
0"
1'
2'
4'
1.
2.
2015.03.31
136074
EF
MMJ
DWG NO:
A206
SHEET
7
A204
RIM
9
A204
A R C H I T E C T S
21
20
19a
19
18d
18c
18a
18
17b
17a
0
TOWER, SSD FOR SPIRE
ATTACHMENT DETAIL
NGVD 62.17
(MAX. NGVD 63.5)
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
(MAX. NGVD 59.5)
W/ INTERNAL GUTTER
11
A501
2
A104
METAL RAILING
12
A501
10
A501
1
TOWER TOP LEVEL
6' - 4" RO DIA, TYP
CONTRACTOR TO VERIFY
1-HR SFRM ON
STRUCTURAL MEMBERS
TO INCLUDE, BEAMS,
COLUMNS, AND BRACES,
TYP
1
A104
SOFT, INTERNALLY
ILLUMINATED
TRANSLUCENT
CLOCK FACE
1
PERMIT SET
9
A501
8' - 5 1/2"
1
A103
NEW ROOFING
6
A501
PLYWOOD DECKING OVER MTL
STUDS
8
7
A501
A501
(E) ROOF DECK
PROJECT TITLE:
VARIES. VIF
BUILDING SECTION A
GFRC CORNICE
SHEET TITLE:
56' - 0"
NEW WALL W/
SLOPED TOP
ALTERNATING
TREAD DEVICE
OWNER:
2
A103
NOT PERPENDICULAR
TO VIEW
ADDRESS:
ALTERNATING
TREAD DEVICE
BEYOND
EQUIPMENT LEVEL
TENANT
SPACE 109
TENANT SPACE 103
TENANT SPACE 105
TENANT SPACE 107
(N) DEMISING WALL
(N) SLAB MAT, SSD
VAPOR RETARDER UNDER
SLAB AND MAT FOUNDATION
FIRST FLOOR (NGVD
2.17)
0' - 0"
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
1
A301
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
SECTION A
1/4" = 1'-0"
0"
2'
4'
8'
2015.03.31
136074
MEG
MJ
DWG NO:
A301
SHEET
WRAP EPDM UP AND OVER DOOR, SILL.
ROOF ASSEMBLY 2
30# ROOFING FELT
'Z' RETAINING STRIP
1
LAP WEATHER BARRIER OVER
FRYREGLET
WRAP VAPOR RETARDER OVER SILL
BACKER ROD AND SEALANT
2x BLOCKING
PREFINISHED FRYREGLET AND
FLASHING
TOWER FLOOR ASSEMBLY
- 3/4" PLYWOOD OVER
- MTL STUDS AS SCHEDULED
1
1 1/2" = 1'-0"
EXT CEILING DETAIL
A501
A501
3" = 1'-0"
1 1/2" = 1'-0"
3 5/8" MTL STUD
A501
11
0' - 6"
A501
(E) PARAPET WALL
PROVIDE VENTING
PANEL AT PERIMETER
METAL CEILING, C-1
14
TOWER DOOR THRESHOLD
4
(E) FLASHING, REMOVE AND REPLACE
FOR (N) ROOF CONSTRUCTION,
FLASHING CAP W/ SEALANT EA SIDE
TYP. TOWER ROOF EDGE DETAIL
1 1/2" = 1'-0"
RUN NEW ROOFING OVER CURB
WRAP NEW ROOF MEMBRANE UP (E)
WALL MIN. 8", INSTALL (N) FLASHING
OVER MEMBRANE.
FLASHING AND SEALANT
CONTINUOUS SEALANT
4"
MIN
ROOF ASSEMBLY TYPE 1
WRAP (E) BUR OVER CURB
METAL RAILING, ATTACH TO
WALL AT ENDS
7
A501
FLASHING TAPE
EIFS WALL ASSEMBLY
- EIFS
- RIGID INSULATION TYPE 1
- FLUID APPLIED WEATHER BARRIER
- 1/2" DENS BACKER BOARD
- MTLS STUDS @ 16" OC, FILL W/ BATT INSUL
EIFS EPS BOARD
0' - 0 1/2"
0' - 0 1/2"
3/4" MIN.
ROOF TRANSITION
A501
1 1/2" = 1'-0"
18d
A501
10
A501
6" = 1'-0"
VAPOR RETARDER
PREFINISHED MTL FLASHING CAP W/
#14 SCREW W/ NEOPRENE WASHER
AT 12" OC
5/8" GYPSUM BOARD
SEISMIC JOINT
0' - 4"
MIN
BUILD UP
AS REQ'D
CL
ROOF TYPE 1
1 1/2" = 1'-0"
6" DBL MTL STUD, AS SCHEDULED
FLASHING TAPE
1
WRAP EPDM ON TOP OF PARAPET
WALL
EIFS COLUMN ASSEMBLY
- 3/4" RIGID INSULATION
- FLUID APPLIED WEATHER BARRIER
- 1/2" EXT GRADE SHEATHING
- 1 5/8" MTL STUD
METAL RAILING SYSTEM
TOWER PARAPET / BALUSTRADE
VARIES
SEE WALL SECTIONS
ROOF DRAIN LEADER
1' - 7"
18c
EIFS REVEAL, TYP.
WHERE INDICATED
TYP. REVEAL DETAIL
1 1/2" = 1'-0"
CL
TOWER TOP LEVEL
13
(N) ROOF AT (E) PARAPET
3
1' - 7"
3'-6" MIN
RUN EPDM MEMBRANE UP AND
OVER WALL
SEALANT AND BACKER ROD
FLASHING AND SEALANT
PERMIT SET
NEW ROOF CURB W/ 2x STUDS AND
BATT INSULATION, 1/2" PLYWD EA SIDE.
6
A501
FLASHING @ ROOF SEISMIC JOINT
2
A501
1 1/2" = 1'-0"
COLUMN FURRING, TYP
DETAILS
14
A501
TOWER WALL DETAIL AT ROOF
SHEET TITLE:
LINEAR CEILING PANEL, C-1
8
CARRIER
1
OWNER:
EIFS SYSTEM. SEE 11/A501
FLASHING
SHEATHING
ADDRESS:
FLASHING, SEALANT AND
BACKER ROD
EIFS SYSTEM (FINISH E-2)
- 3/4" RIGID INSULATION, VAPOR RETARDER
- 1/2" PLYWD
- 1 5/8" MTL STUD
0' - 4"
MAX
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
6" MTL STUDS W/ BATT INSULATION
CONCEALED GUTTER
SLOPED TO DRAIN
J TRIM
0' - 0 1/4"
2x BLOCKING
0' - 5"
WALL ANGLE
EXTEND ROOFING MEMBRANE UP WALL
A R C H I T E C T S
PROJECT TITLE:
0' - 4"
MAX
0' - 6"
CEILING
SUSPENSION
SYSTEM, PER
MANUFACTURE.
ATTACH TO
STRUCTURE ABOVE
0' - 5"
0' - 4"
24 GA MTL FLASHING
RIM
1 1/2" = 1'-0"
0' - 9"
DRAINAGE STRIP
0' - 4 5/8"
WALL TYPE 1
5/8" GYPSUM BOARD
WALL TYPE 1
6" MTL STUDS W/ BATT INSULATION
DRAINAGE STRIP PER MANUFACTURER
2x BLOCKING
METAL FLASHING, BACKER ROD AND
SEALANT
ROLLED ALUM ANGLE RING FASTENED
TO ALUM EXTENSION
WALL TYPE 1
14 GA GALV STEEL CURB FRAME
0' - 2"
1' - 6"
5/8" GWB
0' - 2"
3 5/8" MTL STUD W/ BATT INSUL
WRAP NEW MEMBRANE UP ROOF
HATCH SIDE WALL, INSTALL
FLASHING MEMBRANE OVER
ROOF MEMBRANE
SEALANT AND CLOSED CELL
BACKER ROD W/ WEEP TUBES
EVERY 24"
FLASHING
GFRC CORNICE
HOLLOW METAL FRAME
BEYOND
0' - 8"
FLASHING TAPE
1 3/16"
TYP
ROOF HATCH
0' - 2"
ALUM EXTENSION BOLTED TO BLOCK
AND SPACERS AS REQD
ACRYLIC DIAL CLOCK
INSULATED HOLLOW METAL
DOOR
WALL TYPE 1
REVISIONS
ROLLED RETAINING RING
BACKER ROD AND SEALANT
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
Author
Checker
PEEL AND STICK EPDM FLASHING
0' - 9"
DWG NO:
12
A501
ROOF HATCH CURB DETAIL
1 1/2" = 1'-0"
9
A501
TOWER CORNICE DETAIL
1 1/2" = 1'-0"
5
A501
TOWER DOOR HEAD/JAMB SIM.
3" = 1'-0"
1
A501
CLOCK MOUNT AT HEAD/JAMB SIM
1 1/2" = 1'-0"
A501
SHEET
SIDE WALL ROOF
DRAIN AT LOCATION
INDICATED ON ROOF
PLAN, SEE PLUMBING
DRAWINGS
GFRC CORNICE
A502
ROOF TYPE 2
WALL CORNICE DETAIL
17b
1 1/2" = 1'-0"
8
A502
(E) WALL
3" = 1'-0"
CONTROL JOINT
SEALANT & BACKER ROD
WRAP EPDM UP OVER
PARAPET WALL
WALL TYPE 1
ALUM TUBE TRELLIS
SUPPORT, SEE
STRUCTURAL
W4
(E) COLUMN, SSD
CONTROL JOINT
STRUCTURAL COLUMNS,
SSD
PERMIT SET
15
A502
STOREFRONT WALL TRANSITION
1 1/2" = 1'-0"
UNCURED EPDM FLASHING
A502
1" = 1'-0"
0' - 5 1/2"
18d
18c
0' - 3"
(N) COLUMN, SSD
HORIZONTAL FURRING
ALUM. EDGE SCHLUTER "INDEC" , TYP.
ALL CORNERS
(N) WALL AT (E) BUILDING JOINT 1
11
SEALANT
7
0' - 1 1/4"
FO FURRING
A502
PLANTER SUPPORT PENETRATION
(N) WALL AT (E) BUILDING JOINT 2
3
A502
1 1/2" = 1'-0"
1" = 1'-0"
0' - 6 11/16" 0' - 5 1/2"
WALL TYPE 2
0' - 2 1/8"
WALL TYPE 1
ALUM. EDGE SCHLUTER
'JOLLY', TYP. ALL ENDS
G4
WALL ASSEMBLY
- WEATHER BARRIER
- 1/2" DENS BACKER BOARD
- MTL STUDS AT 16" OC W/ BATT INSUL
- 6 MIL VAPOR RETARDER
- 5/8" GYP.
STRUCTURAL COLUMNS,
SSD
WALL TYPE 1
RETURN
LIMESTONE TILE
TO SHEATHING
ALUM. EDGE SCHLUTER
'INDEC', TYP. ALL CORNERS
A502
EIFS TO STONE TILE VERTICAL JOINT
A502
1 1/2" = 1'-0"
A502
PREFINISHED PARAPET
CAP, TYP.
WRAP WEATHER BARRIER
OVER TOP OF PARAPET
2 1/2"
(E) STRUCTURAL COLUMNS, SEE
STRUCT.
(N) OR SALVAGED FIELD PAVERS
1 1/2" = 1'-0"
0' - 2"
0' - 4"
9
A502
NEW STRUCTURAL COLUMNS, SEE
STRUCT.
1/2" ASPHALT SATURATED
EXPANSION MATERIAL AT CONC.
EDGE.
(N) OR SALVAGED FIELD PAVERS
1' - 6"
MAX
1/2" ASPHALT SATURATED
EXPANSION MATERIAL AT CONC.
EDGE.
WRAP VAPOR RETARDER OVER
WEATHER BARRIER
(E) CONCRETE SLAB OVER
VAPOR RETARDER
(E) CONCRETE SLAB OVER
VAPOR RETARDER
LIMESTONE OVER EXT.
SHEATHING
EIFS EDGE TRIM
(N) CONCRETE SLAB TIED INTO
EXISTING, SEE STRUCTURAL
(N) CONCRETE SLAB TIED INTO
EXISTING, SEE STRUCTURAL
PROPOSED TENANT
STOREFRONT, NIC.
EXTERIOR SEISMIC JOINT - EIFS TO STONE TILE
1" = 1'-0"
WALL BEYOND
FLASHING
0' - 4"
LAP EPDM ROOF
MEMBRANE OVER TOP
OF PARAPET.
1 1/2" = 1'-0"
TENANT FACADE OPENING - HEAD
WALL TYPE 2
SEISMIC JOINT
PARAPET TYPE 1, SEE
A601
A502
2
A502
1 1/2" = 1'-0"
PROPOSED TENANT
STOREFRONT, NIC.
FLASHING TAPE
TYP. PARAPET CAP DETAIL
EIFS TO STONE TILE HORIZONTAL JOINT
WRAP VAPOR RETARDER OVER
(E) WALLS.
G4
13
5/8" EXT GRADE SHTHG OVER 2 1/2"
MTL STUDS AND BATT INSUL
(E) INTERIOR WALLS
18c
0' - 8"
1/4":1'-0"
0' - 2 1/8"
FUTURE TENANT STOREFRONT
OPENING
6
1" = 1'-0"
18d
VARIES
STRUCTURAL STEEL TUBE,
SEE STRUCTURAL
GYP RETURN
10' - 0 1/2" AFF
ALUM. EDGE SCHLUTER
'INDEC', TYP. ALL
CORNERS
OUTSIDE CORNER
10
NEW TENANT CEILING, NIC.
DARK COLOR METAL
FLASHING, MATCH
LIMESTONE TONES
1" FURRING
WALL TYPE 2
LIMESTONE OVER DENS
BACKER BOARD
0' - 2 5/8"
SEALANT & BACKER ROD
14
ANGLE, SSD
EVERY 24"
1' - 2"
G5
0' - 8 1/2"
HORIZONTAL MTL
FURRING
DETAILS
ALUM EDGE SCHLUTER "INDEC" ,
TYP. ALL CORNERS
LIMESTONE OVER WEATHER
BARRIER OVER EXTERIOR
SHEATHING
0' - 5"
WALL ABOVE
0' - 1 1/4"
FO FURRING
FUTURE TENANT
STOREFRONT OPENING
SHEET TITLE:
EXTERIOR FACE OF STOREFRONT
RETURN EIFS TO
(N) STONE PIER
F4
G4
PARAPET CAP FLASHING
OWNER:
V
17a
SIDEWALL ROOF DRAIN
0' - 6"
0' - 10"
"
0 1/2
1' - 1
FULL EXPRESSION
TENANT STOREFRONT
ALLOWANCE
0' - 4"
0' - 2"
COORDINATE EXTENT OF EXTERIOR
SHEATHING W/ FUTURE TENANT
STOREFRONT
6" = 1'-0"
A502
TYP. LIMESTOME REVEAL
ADDRESS:
12
1 1/2" = 1'-0"
LIMESTONE CLADDING,
SEE FINISH SCHEDULE
2' - 4"
SOFFIT CORNER
1
4
0' - 4 5/8"
0' - 1 3/4"
0' - 0 3/4"
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
FLASHING
A R C H I T E C T S
ALUM. SCHLUTER 'DECO-SG'
REVEAL TRIM
TOWER TOP LEVEL
FLASHING, BACKER ROD, AND
CONTINUOUS SEALANT
WALL TYPE 2
RIM
PROJECT TITLE:
0' - 1 1/2"
0' - 3"
0' - 4 1/2"
EVERY 24"
LIMESTONE TILE, SEE
FINISH SCHEDULE
0' - 0 1/2"
INSTALL EPDM MEMBRANE
UP PARAPET WALL
FLASHING TAPE
4"
TYP
A502
WALL TYPE 1
DRAINAGE STRIP
2"-4" VARIES
SEE WALL SECTIONS
16
FLASHING TAPE
WALL TYPE 1
DRAINAGE STRIP
3/4"
FLASHING AND FLASHING TAPE
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
Author
MMJ
DWG NO:
5
A502
EXTERIOR WALL TO GROUND TRANS
1 1/2" = 1'-0"
1
A502
FUTURE TENANT OPENING TRANSITION
1 1/2" = 1'-0"
A502
SHEET
1
RIM
EXTERIOR WALL TYPE 1
BACKER ROD AND
SEALANT AT PARAPET
CAP AND EIFS JOINT
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
PARAPET CAP
PARAPET CAP BLOCKING
7
1
A503
PARAPET FLASHING TO EIFS WALL INTERSECTION
1 1/2" = 1'-0"
17a
ROOF TYPE 1
G4
CONTINOUS SEALANT @
BOTH SIDES
DEFLECTION TRACK
PARAPET TYPE 1
5/8" GWB
6" MTL STUD WITH BATT
INSULATION (R-13 MIN)
5/8" GWB
NEW PARAPET CAP
ABOVE SEAL EDGE
OVER EXISTING
PARAPET
EXISTING PARAPET
STEEL TRELLIS SUPPORT,
SEE STRUCTURAL
1
VERTICAL PENETRATION
SEAL VAPOR
RETARDER TO PIPE
PENETRATION
5/8" GWB
6" MTL STUD WITH BATT
INSULATION (R-13 MIN)
5/8" GWB
CONTINOUS SEALANT @ BOTH SIDES
(E) ROOF DECK
FLEXIBLE FLASHING
AROUND STEEL TUBE
NEW FLOOR SLAB
VARIES. VIF
WALL BASE DETAIL
9
A503
5
A503
1 1/2" = 1'-0"
STEEL PENETRATION @ EXTERIOR WALL
2
A503
1 1/2" = 1'-0"
TYP ROOF PENENTRATION
1 1/2" = 1'-0"
TOP AND BOTTOM 2"x2"
SQUARE HANDRAILS
SEALANT AT NEW
FLASHING EDGE TO
EXISTING PARAPET CAP
G
0' - 4"
1 5/8" MTL STUD
W4
0' - 4"
"
0' - 4
"
0' - 4
3'-6" MIN.
FLASHING
FLEXIBLE FLASHING @ NEW TO
EXSITING PARAPET JOINT, TURN
DOWN EDGES
1' - 4"
0' - 5 5/8"
0' - 7" TYP.
1"X1" SQUARE
VERTICAL RAILS
0' - 1 1/2"
EXISTING PARAPET CAP
(2) LAYERS 1/2"
TYPE 'X' GWB
1' - 7"
0' - 5 5/8"
0' - 1 1/2"
V
1
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
REVISIONS
7
A502
TRELLIS SUPPORT,
SEE STRUCTURAL
PARAPET CAP
8
A503
DETAILS
EPDM PIPE
BOOT
SHEET TITLE:
1 1/2" = 1'-0"
OWNER:
1 1/2" = 1'-0"
PARAPET TO EIFS WALL INTERSECTION
ADDRESS:
A503
A503
6
PROJECT TITLE:
TOP OF WALL DETAIL
10
PERMIT SET
WHERE STRUCTURE
PENETRATES WALL PROVIDE
CONTINUOUS SEALANT
TYP 1 HR COLUMN WRAP
3" = 1'-0"
1-HR UL X528
4
A503
NEW TO EXISTING PARAPET
1 1/2" = 1'-0"
INTERIOR FLOOR LEVEL
1
A503
DECORATIVE HANDRAIL DETAIL
1" = 1'-0"
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
AJD
MMJ
DWG NO:
A503
SHEET
20
W1
19a
19
18d
18c
18a
18
17b
EXTERIOR ASSEMBLY TYPES
17a
RIM
WALL TYPE 1 (MIN U-FACTOR 0.082):
EIFS FINISH
1
EPS INSULATION - TYPE I
FLUID APPLIED WEATHER BARRIER
1/2" DENSGLASS SHEATHING
MTL STUDS @ 16" OC, FILL WITH BATT INSULATION
6 MIL VAPOR RETARDER
5/8" GYPSUM BOARD
G3.9
G4
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
WALL TYPE 2 (MIN U-FACTOR 0.082):
STONE PANEL
1
1/2" BACKERBOARD
WEATHER BARRIER
1/2" DENSGLASS SHEATHING
FURRING, REFER TO DETAILS
1/2" SHEATHGING
5/8" GYPSUM BOARD
V
PARAPET TYPE 1:
EIFS FINISH
EPS INSULATION - TYPE I
FLUID APPLIED WEATHER BARRIER
1/2" EXTERIOR GRADE SHEATHING
1/2" EXTERIOR GRADE SHEATHING
SINGLE PLY EPDM
EXISTING DRAIN, TO REMAIN.
DRAINS SHALL COMPLY WITH CBC 11B-302.3
GRADING DIAGRAM
A601
3 EA
1 EA
1 EA
1 SET
1 EA
HINGES
STOREROOM LOCKSET
SURFACE CLOSER
GASKET
DOOR SHOE
5BB1 4.5 x 4.5
ND96PD RHO
4040XP H SRI
2525B
319EV
IVE
SCH
LCN
NGP
NGP
PROJECT TITLE:
DOOR HARDWARE SET 1
630
626
689
BRN
AL
EXTERIOR FINISH AND HARDWARE
SCHEDULE
1
DIRECTION OF DRAINAGE.
SLOPE SHALL NOT EXCEED 2% IN ANY DIRECTION
SHEET TITLE:
ROOF TYPE 2:
FRAMING, SEE STRUCTURAL
1/2" PLYWOOD SHEATHING
30# ROOFING FELT
STANDING SEAM METAL ROOF (SRI VALUE: 16 MIN)
EXTENT OF NEW PAVING
1
1
H1
PERMIT SET
OWNER:
1
1
ROOF TYPE 1: TYPICAL UNO
ROOF TRUSSES- EXISTING
PLYWOOD SHEATHING - EXISTING
1/2" DENS DECK
TAPERED RIGID INSULATION
1/2" COVER BOARD- MECHANICALLY FASTENED
SINGLE PLY EPDM (SRI VALUE: 75 MIN)
0
ADDRESS:
G5
EXTERIOR FINISH LEGEND
MARK
1
MATERIAL
MANUFACTURER
M-1
PURE FREEFORM
E-1
EIFS FINE/LIMESTONE TEXTURE
DRYVIT
E-2
E-3
E-4
TEXTURE/FINISH
SIZE
20" O.C., 1" HIGH
COLOR
OILED HAIRLINE, 15-0016-1
FINE/LIMESTONE TEXTURE
-
MATCH BENJAMIN MOORE: A 0844 ROMAN HOLIDAY
DRYVIT
-
MATCH BENJAMIN MOORE: A 1827 HALE VILLAGE
STENCILING
-
-
-
MATCH BENJAMIN MOORE: 271 BARLEY GRASS
DRYVIT
-
MATCH BENJAMIN MOORE: A 0864 AUTUMN HAZE
1
S-1
LIMESTONE
HAUSSMANN COTE D'AZUR
C-1
EXTERIOR METAL SOFFIT PANELS
PURE FREEFORM
HONED
3/8"
-
9" SPACING
1 PLN CHK CMM 05.18.2015
NO DESCRIPTION
DATE
1
REVISIONS
1
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
136074
AJD
MMJ
BLUE/GREY
OA007
DWG NO:
A601
SHEET
FOUNDATION NOTES
A
DESIGN CRITERIA
1
A. FLAT ROOF SHEATHING (SLOPE 2:12 OR LESS): â" T&G APA RATED
SHEATHING (40/20) EXP 1 WITH 10d @ 6"oc EDGES (PEN) AND 12"oc FIELD UNO ON
PLANS. LAY PERPENDICULAR TO FRAMING MEMBERS. BLOCK EDGES WITH 2x4
LAID FLAT WHERE NOTED ON THE PLANS AND DETAILS. NO PANELS LESS THAN
24" WIDE SHALL BE USED. STAGGER SHEETS
B. SLOPING ROOF SHEATHING (SLOPE GREATER THAN 2:12): á" APA RATED
SHEATHING (32/16) EXP 1 WITH 10d @ 6"oc EDGES (PEN) AND 12"oc FIELD UNO ON
PLANS. LAY PERPENDICULAR TO FRAMING MEMBERS. PROVIDE SHTG CLIPS AT
UNSUPPORTED EDGES UNLESS NOTED TO BE BLOCKED ON PLANS. NO PANELS
LESS THAN 24" WIDE SHALL BE USED. STAGGER SHEETS
C. FLOOR SHEATHING: ã" T&G APA RATED SHEATHING (48/24) EXP 1 WITH 10d @
6"oc EDGES (PEN) AND 12"oc FIELD UNO ON PLANS. LAY PERPENDICULAR TO &
GLUE TO FRAMING MEMBERS IMMEDIATELY PRIOR TO FULL NAILING (DO NOT
SPOT NAIL). BLOCK EDGES WITH 2x4 LAID FLAT AS NOTED ON THE PLANS AND
DETAILS. NO PANELS LESS THAN 24" WIDE SHALL BE USED. STAGGER SHEETS
ALL SHEATHING SHEETS SHALL HAVE É" GAP AT ALL EDGES & JOINTS.
3.
ABBREVIATIONS
ANCHOR BOLT
ABOVE
AIR CONDITIONING
ADJACENT
ADDITIONAL
ALTERNATE
ALUMINUM
ARCHITECT
AT
BUILDING
BLOCK/BLOCKING
BELOW
BEAM
BOUNDARY NAIL
BOTTOM
BEARING
BETWEEN
BUILT-UP
BEYOND
AMERICAN STANDARD
CHANNEL
CANT
CANTILEVER
CARRIAGE BOLT
CB
CIP
CAST IN PLACE
CGL
CERTIFIED GLUED LUMBER
CONTROL JOINT
CJ
CENTERLINE
¢
CJP
COMPLETE JOINT
PENETRATION
CEILING
CLG
CLEAR
CLR
COL
COLUMN
COLLECTOR
COLL
CONCRETE
CONC
CONNECTION
CONN
CONTINUOUS
CONT
COORD
COORDINATE/
COORDINATION
CONCRETE MASONRY UNIT
CMU
COUNTERSINK
CSK
CUT WASHER
CW
DOUBLE
DBL
DCW
DEMAND CRITICAL WELD
DOUGLAS FIR
DF
DIAMETER
DIA or ø
DIAGONAL
DIAG
DIMENSION
DIM
DOWEL JOINT
DJ
DEAD LOAD
DL
DOWN
DN
DITTO
DO
DRAWING
DWG
DWL
DOWEL
EACH
EA
EACH END
EE
EACH FACE
EF
ELECTRICAL
ELEC
ELEVATOR/ELEVATION
ELEV
EMBEDMENT
EMBED
EQUAL
EQ
EQUIPMENT
EQUIP
ES
EACH SIDE
EACH WAY
EW
EXIST or (E) EXISTING
EXPANSION
EXP
EXT
EXTERIOR
FOUNDATION
FDN
FINISH
FIN
FINISH GRADE
FG
FLI
FERRULE LOOP INSERT
FLOOR
FLR
FACE NAIL
FN
FOC
FACE OF CONCRETE
FACE OF MASONRY
FOM
FACE OF STUD
FOS
FRAMING
FRMG
FS
FAR SIDE
FOOTING
FTG
GAGE or GAUGE
GA
GALVANIZED
GALV
AB
ABV
AC
ADJ
ADDL
ALT
ALUM
ARCH
@
BLDG
BLK/BLKG
BLW
BM
BN
BOT
BRG
BTWN
BU
BYND
C
GB
GLB
GR
HD
HDR
HGR
HK
HORIZ
HS
HSB
HSFB
HSG
HSH
HSS
HT
ID
IJ
INT
JST
JT
KP
Lb or #
LGMF
LGMFC
LL
LLH
LLV
LOC
LS
LSL
LVL
MAX
MB
MBM
MC
MECH
MEZZ
MF
MFR
MIN
MISC
MIW
MTL
(N)
NIC
NO or #
NS
NSG
NTS
O/
OC
OD
OH
OPNG
OPP
OW
OWT
£
PA
PDP
PEN
PERP
SHTG
PLF
PNL
PJP
PSF
PSI
PSL
PTB
PTDF
GRADE BEAM
GLUE LAMINATED BEAM
GRADE
HOLD DOWN
HEADER
HANGER
HOOK
HORIZONTAL
HIGH STRENGTH
HIGH STRENGTH BOLT
HIGH STRENGTH
FRICTION BOLT
HIGH STRENGTH GROUT
HORIZONTAL SLOTTED
HOLE
HOLLOW STRUCTURAL
SECTION
HEIGHT
INSIDE DIAMETER
I SHAPED WOOD BUILT
UP TRUSS
INTERIOR
JOIST
JOINT
KING POST
STEEL ANGLE
POUND(s)
LIGHT GAGE METAL
FRAMING
LIGHT GAGE METAL
FRAMING CONTRACTOR
LIVE LOAD
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LOCATION
LAG SCREW
LAMINATED STRAND LUMBER
LAMINATED VENEER LUMBER
MAXIMUM
MACHINE BOLT
METAL BUILDING
MANUFACTURER
MISCELLANEOUS CHANNEL
MECHANICAL
MEZZANINE
MOMENT FRAME
MANUFACTURER
MINIMUM
MISCELLANEOUS
MALLEABLE IRON WASHER
METAL
NEW
NOT IN CONTRACT
NUMBER
NEAR SIDE
NON-SHRINK GROUT
NOT TO SCALE
OVER
ON CENTER
OUTSIDE DIAMETER
OPPOSITE HAND
OPENING
OPPOSITE
OTHERWISE
OPEN WEB TRUSS
PLATE or PROPERTY LINE
POST ABOVE
POWDER DRIVEN PINS
PLYWOOD EDGE NAIL
PERPENDICULAR
PLYWOOD
POUNDS PER LINEAR FOOT
PANEL
PARTIAL JOINT PENETRATION
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PARALLEL STRAND LUMBER
PANEL TIE BAR
PRESSURE TREATED
DOUGLAS FIR
PT
R
RBS
RFTR
REF
REINF
REQD
RET
REV
RF
RWD
S
SAD
SB
SC
SCBF
SCD
SCHED
SED
SEOR
SFRS
SHTG
SIM
SKYLT
SMF
SMS
SMD
SOG
SPCG
SPD
SPEC
SQ
SS
STGR
STD
STIFF
STL
STRUCT
SW
SYM
T&B
T&G
THK
THRD
THRU
TL
TN
TOC
TOF
TOM
TOP
TOS
TOT
TU
TYP
UNO
VERT
VIF
VSH
W
W/
W/O
WD
WHS
WLD
WP
WS
WT
WTS
WWR
POINT
RADIUS
REDUCED BEAM SECTION
RAFTER
REFERENCE
REINFORCING
REQUIRED
RETAINING
REVISION
ROOF
REDWOOD
AMERICAN STANDARD BEAM
SEE ARCHITECTURAL
DRAWINGS
SOLID BLOCK
SLIP CRITICAL
SPECIAL CONCENTRIC
BRACED FRAME
SEE CIVIL DRAWINGS
SCHEDULE
SEE ELECTRICAL DRAWINGS
STRUCTURAL ENGINEER OF
RECORD
SEISMIC FORCE RESISTING
SYSTEM
SHEATHING
SIMILAR
SKYLIGHT
SPECIAL MOMENT FRAME
SHEET METAL SCREW
SEE MECHANICAL DRAWINGS
SLAB ON GRADE
SPACING
SEE PLUMBING DRAWINGS
SPECIFICATION
SQUARE
SELECT STRUCTURAL
or STAINLESS STEEL
STAGGERED
STANDARD
STIFFENER
STEEL
STRUCTURAL
SHEAR WALL
SYMMETRICAL
TOP AND BOTTOM
TONGUE AND GROOVE
THICK
THREADED
THROUGH
TOTAL LOAD
TOE NAIL
TOP OF CONCRETE
TOP OF FRAMING
TOP OF MASONRY
TOP OF PLYWOOD
TOP OF STEEL
TOTAL
TILT UP
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL
VERIFY IN FIELD
VERTICAL SLOTTED HOLE
WIDE FLANGE STEEL BEAM
WITH
WITHOUT
WOOD
WELDED HEADED STUD
WELDED
WORK POINT/WATERPROOF
WOOD SCREW
WEIGHT
WELDED THREADED STUD
WELDED WIRE
REINFORCEMENT
ALL NAILS SHALL BE COMMON WIRE FULL ROUND HEAD NAILS. 16d SINKER NAILS MAY BE
SUBSTITUTED FOR 16d COMMON NAILS AT ROUGH FRAMING UNO. MACHINE-DRIVEN NAILS
MEETING SIZE REQUIREMENTS ARE ACCEPTABLE. NAIL MUST NOT BE OVERDRIVEN. SEE
7/S1.2 FOR SHEATHING NAILING REQUIREMENTS. ALL NAILING NOT NOTED OR DETAILED
OTHERWISE SHALL BE PER 6/S1.2. NAIL LENGTH TO BE SUFFICIENT TO MEET CBC
PENETRATION REQUIREMENTS. NAILS INTO PRESSURE TREATED MATERIAL TO BE HOT DIP
GALVANIZED.
WIRE NAIL
MINIMUM
SHANK
DIAMETER
MINIMUM
NAIL
LENGTH
TYPICAL NAIL
APPLICATION,
UNO
16d COMMON
16d SINKER
10d COMMON
10d COMMON
8d COMMON
0.162"
0.148"
0.148"
0.148"
0.131"
3Ï"
3Ë"
3"
2Ï"
2Ï"
FRAMING
FRAMING
FRAMING
SHEATHING
SHEATHING
4.
FOR ROOF DRAINAGE, TOP OF FRAMING BETWEEN NOTED POINTS IS A STRAIGHT LINE.
5.
ALL MECHANICAL SUPPLY AND RETURN OPENINGS TO BE BETWEEN FRAMING UNO.
6.
HSS OR PIPE COLUMNS IN STUD WALLS ARE TO BE TRIMMED PER 4/S1.2. REFER TO PLANS
AND DETAILS FOR OTHER REQUIREMENTS.
7.
JOISTS AND RAFTERS ARE PER PLAN. UNLESS NOTED OTHERWISE, PROVIDE "LU" HANGER
AT FLUSH FRAMING AND "HU" HANGER WHERE HANGER IS SHOWN SKEWED PER PLAN
AND/OR HANGER SEAT IS INDICATED TO BE SLOPED. HANGER SIZE TO BE CORRECT FULL
SIZE FOR JOIST SIZE (I.E. LU210 FOR 2x10). HANGERS FOR PANELIZED ROOF CONSTRUCTION
ARE PER PLAN.
8.
PROVIDE SOLID BLOCKING @ 8'-0"oc MAX FOR ALL 2x12 JOISTS.
9.
PROVIDE ADDITIONAL JOIST BELOW ALL OR ADJACENT TO NON-STRUCTURAL WALLS
PARALLEL TO FRAMING, UNO.
10. ROUND HOLES IN STEEL PLATES TO BE È" OVERSIZE. SLOTTED HOLES IN STEEL PLATES
SHALL BE È" WIDER THAN THE BOLT DIAMETER AND HAVE A LENGTH OF 2 TIMES THE BOLT
DIAMETER. THE DIRECTION OF THE SLOTTED LENGTH IS INDICATED ON THE DETAILS (VSH
OR HSH). INSTALL BOLT AT THE CENTER LINE OF THE HOLE. BOLT HOLES IN WOOD SHALL BE
ROUND AND Ý" OVERSIZE. CUT OFF BOLT THREADED END FLUSH WITH NUT WHEN
REQUIRED BY FINISHES AND 1" MAXIMUM FROM NUT OTHERWISE. PROVIDE STANDARD CUT
WASHERS UNDER HEAD AND NUT WHERE BOLT BEARS ON WOOD. USE PLATE OR MALLEABLE
IRON WASHERS AT EXPOSED CONDITIONS OR AS INDICATED.
11. ALL BOLTED OR NAILED STRAP CONNECTIONS SHALL HAVE AN EQUAL NUMBER OF BOLTS OR
NAILS EACH SIDE OF THE SPLICE JOINT. THE FIRST BOLT OR NAIL FROM EACH SIDE OF THE
SPLICED OR STRAPPED MEMBER SHALL BE EQUIDISTANT FROM THE SPLICE. STRAPS USING
16d NAILS ON 2x MATERIAL TO BE INSTALLED ON THE 1Ï" EDGE OF THE MEMBER.
12. THE CONTRACTOR SHALL VERIFY THAT THE MOISTURE CONTENT OF ALL FRAMING LUMBER
AND SHEATHING MEET THE REQUIREMENTS OF THE SPECIFICATIONS AT THE TIME OF
INSTALLATION AND AT CLOSE-IN. THE CONTRACTOR SHALL PROVIDE ALLOWANCE FOR
DIFFERENTIAL SHRINKAGE BETWEEN FLOORS, ETC.
EARTHQUAKE DATA:
ROCKRIDGE GEOTECHNICAL
REPORT NO. 13-622
DATED: 24 FEBRUARY 2014
2. USE 5/8" DIAMETER x 12" (18" AT CURBS) ANCHOR BOLTS (AB) AT 48"oc WHERE NOT
OTHERWISE NOTED. MINIMUM EMBEDMENT INTO CONCRETE IS 7" (EXCLUDING CURB)
UNLESS DETAILED OTHERWISE. ANCHOR BOLTS ARE TO BE TIED IN PLACE PRIOR TO
PLACEMENT OF CONCRETE. SEE SHEAR WALL SCHEDULE FOR ADDITIONAL
REQUIREMENTS. MINIMUM TWO ANCHOR BOLTS PER SILL PIECE.
3. TYPICAL SLAB ON GRADE (FOR PATCHING AND REPLACEMENT): 5" CONCRETE
REINFORCED WITH #4 @ 18"oc AT MID-DEPTH OVER VAPOR RETARDER (PER
SPECIFICATIONS) AND 4" MINIMUM FREE DRAINING COMPACTED ROCK PER
SPECIFICATIONS ON SUBGRADE PER THE GEOTECHNICAL RECOMMENDATIONS, AND
AS APPROVED BY THE GEOTECHNICAL ENGINEER. DO NOT DRIVE CONCRETE
TRUCKS OR LARGE SCREED MACHINES ON VAPOR BARRIER WITHOUT ADDITIONAL
BUFFER MATERIAL AND APPROVAL FROM THE STRUCTURAL ENGINEER.
NON-STRUCTURAL COMPONENT SEISMIC FORCE PARAMETERS:
STEEL ORDINARY MOMENT FRAMES DETAILED PER AISC 341 WITH
PERMITTED HEIGHT INCREASE (i.e. TOWER); AND CANTILEVER
ELEMENTS UNBRACED OR BRACED BELOW CENTER OF MASS (i.e.
TRELLIS, PLANTERS & SUPPORTS, SIGNS, ETC.)
aæ =
2.5
Ræ =
2.5
ÀÛ =
2.0 (TOWER)
ÀÛ =
2.5 (ALL OTHER COMPONENTS)
Cd =
2.5 (APPLICABLE AT TOWER ONLY)
z/h =
1.0
Iæ =
1.0
Fæ =
1.08Wæ
SPECIAL INSPECTION BY OWNERS TESTING AGENCY
1.
SHOP FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES
PER CBC SECTION 1704.2.5 OR ALTERNATIVELY, APPROVED FABRICATORS SHALL
SUBMIT A CERTIFICATE OF COMPLIANCE PER CBC SECTION 1704.2.5.2 INCLUDING
GLULAM BEAM INSPECTION CERTIFICATES.
2.
STRUCTURAL STEEL CONSTRUCTION PER CBC SECTIONS 1705.2, 1705.11.1,
1705.12.2, AND TABLE 1705.2.2 INCLUDING MATERIAL IDENTIFICATION, SHOP AND
FIELD WELDING, AND INSTALLATION OF HIGH-STRENGTH BOLTS.
3.
CONCRETE CONSTRUCTION PER CBC SECTIONS 1705.3, 1705.12.1, AND TABLE 1705.3
INCLUDING FORMWORK, REINFORCING STEEL, CAST-IN-PLACE BOLTS, MIX DESIGNS,
CONCRETE SAMPLES, AND PLACEMENT FOR ALL CONCRETE. REINFORCING
DOWELS FROM FOOTINGS TO RETAINING WALLS SHALL BE INSPECTED PRIOR TO
PLACEMENT OF FOOTING CONCRETE AND WALL GROUT OR CONCRETE.
CONTINUOUS OR ISOLATED SPREAD FOOTINGS WITH DESIGN STRENGTH NO
GREATER THAN 2500 PSI, NON-STRUCTURAL SLABS ON GRADE, AND EXTERIOR
FLATWORK DO NOT REQUIRE SPECIAL INSPECTION PER CBC SECTION 1705.3.
4.
WOOD CONSTRUCTION PER CBC SECTIONS 1705.5 AND 1705.11.2 INCLUDING
NAILING, BOLTING, AND ANCHORING OF ALL DRAG STRUTS; TOP PLATE SPLICES,
LEDGER SPLICES, SIMPSON HARDWARE, BRACES, AND HOLDOWNS; AND NAILING,
BOLTING, AND ANCHORING OF ALL SHEARWALLS, SHEAR PANELS, AND DIAPHRAGMS
WHERE THE FASTENER SPACING OF THE SHEATHING IS 4" APART OR LESS.
5.
SOILS PER CBC SECTION 1705.6, TABLE 1705.6, AND THE APPROVED SOILS REPORT
INCLUDING SUBGRADE PREPARATION, FOUNDATION BEARING MATERIALS AND
DEPTH OF EXCAVATIONS, AND VERIFICATION, PLACEMENT AND TESTING OF
CONTROLLED FILL.
6.
SPECIAL CASES PER CBC SECTION 1705.1.1 AND PRODUCT ICC REPORTS FOR ALL
STRUCTURAL MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH ADDITIONAL MANUFACTURER'S INSTRUCTIONS THAT
PRESCRIBE REQUIREMENTS NOT CONTAINED IN THE CBC OR REFERENCED
STANDARDS:
1. POST-INSTALLED ANCHOR BOLTS IN CONCRETE
2. VERIFICATION OF SATURATED WEIGHT OF PLANTERS.
13. VENTING IS REQUIRED IN ENCLOSED FRAMING AREAS, SAD. DRILL BLOCKING AND LEDGERS
AND PROVIDE SKIP BLOCKING AS DETAILED.
14. SAD FOR CEILING INFO.
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
100 BUSH STREET | SUITE 1850
SAN FRANCISCO, CA | 94104
415.243.4091 | zfa.com
MAXIMUM ANTICIPATED STORY DRIFT = 0.02 X HEIGHT
PROVIDE DEFORMATION COMPATIBILITY PER ASCE 7 SECTION 12.12.5
FOR NON-STRUCTURAL ITEMS, INCLUDING CLADDING, STAIRS,
GLAZING, ETC.
5. TOP OF FOOTING ELEVATION TO MATCH EXISTING UNLESS NOTED OTHERWISE.
SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY AN APPROVED AGENCY IN
ACCORDANCE WITH CBC CHAPTER 17 AND THE STATEMENT OF SPECIAL INSPECTIONS AS
REQUIRED BY CBC SECTIONS 1704.2.3 AND 1704.3 FOR BUILDING STRUCTURAL ELEMENTS
SUMMARIZED AS FOLLOWS:
RIM
BUILDING SEISMIC FORCE RESISTING SYSTEM(S):
4. PROVIDE CONTROL JOINTS (OR CONSTRUCTION/DOWEL JOINTS AT CONTRACTOR'S
OPTION) AS SHOWN ON PLAN (15'-0"oc MAX. UNO) PER 4/S1.1. INSTALL JOINTS TO
DIVIDE SLAB INTO RECTANGULAR AREAS WITH LONG DIMENSION LESS THAN 1.5 x
SHORT DIMENSION. INSTALL JOINTS AT FACE OF STUDS OF WALL WHERE POSSIBLE.
SUBMIT JOINT LAYOUT PLAN FOR REVIEW PRIOR TO PLACEMENT.
D
2013 CALIFORNIA CODE OF REGULATIONS, TITLE 24, PART 2 (CBC)
80 PSF (REDUCIBLE) + 20 PSF PARTITION
20 PSF (REDUCIBLE)
II
ULTIMATE WIND SPEED (3 SEC GUST) IN MPH: 110
WIND EXPOSURE: C
INTERNAL WIND PRESSURE COEFFICIENT (GCPI) = ±0.18
MIN DESIGN PRESSURE FOR COMPONENTS AND CLADDING BY
OTHERS: 42 PSF (W), AND AS REQD BY ASCE 7
SEISMIC IMPORTANCE FACTOR, Ió: 1.0
MAPPED SPECTRAL RESPONSE ACCELERATIONS: Sš = 1.5; Sþ = 0.6
SITE CLASS: D
SPECTRAL RESPONSE COEFFICIENTS: SŽš = 0.9; SŽþ = 0.96
SEISMIC DESIGN CATEGORY: D
BUILDING SEISMIC FORCE RESISTING SYSTEM(S):
WOOD FRAMED SHEAR WALLS
RESPONSE MODIFICATION FACTOR(S): R = 6.5
SEISMIC RESPONSE COEFFICIENT(S), Cš = 0.138 (LRFD)
DEFLECTION AMPLIFICATION FACTOR: Cd = 4.0
STEEL ORDINARY MOMENT RESISTING FRAMES
STEEL SPECIAL MOMENT RESISTING FRAMES
ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE
B
1
PERMIT SET
GENERAL NOTES
1. REFER TO SHEETS S1.1, S1.2, S1.3, S1.4, S5.1 AND S5.2 FOR STANDARD DETAILS OF
CONSTRUCTION. REFER TO THE PROJECT SPECIFICATIONS FOR MATERIALS AND
METHODS.
2. BUILDING DIMENSIONS SHOWN ARE FOR GENERAL REFERENCE ONLY. SEE
ARCHITECTURAL DRAWINGS (SAD) FOR ALL ACTUAL BUILDING DIMENSIONS. ANY
DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE
ARCHITECT/ENGINEER SO CLARIFICATION CAN BE MADE PRIOR TO COMMENCING
WORK. ALL DIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE VERIFIED
BY THE CONTRACTOR AND SUBMITTED IN WRITING TO THE ARCHITECT/ENGINEER
FOR REVIEW PRIOR TO CONSTRUCTION.
3. STRUCTURAL DRAWINGS SHALL NOT BE SCALED. ALL DIMENSIONS AND FIT SHALL
BE DETERMINED AND VERIFIED BY THE CONTRACTOR PRIOR TO COMMENCING
WORK.
4. DETAILS NOT FULLY OR SPECIFICALLY SHOWN SHALL BE OF SAME NATURE AS
OTHER SIMILAR CONDITIONS.
5. COORDINATION OF MECHANICAL, ELECTRICAL, PLUMBING, AND SITE UTILITY
SYSTEMS WITH THE STRUCTURAL SYSTEM IS THE RESPONSIBILITY OF THE
GENERAL CONTRACTOR. USE DETAILS 2/S1.1, 3/S1.1, 5/S1.1, 1/S1.2 AND 2/S1.2. AT
CONDITIONS WHERE THESE DETAILS DO NOT APPEAR TO APPLY, NOTIFY THE
STRUCTURAL ENGINEER PRIOR TO INSTALLATION. AT CONDITIONS WHERE FIELD
MODIFICATIONS OF MECHANICAL, ELECTRICAL, PLUMBING, OR SITE UTILITIES
AFFECT STRUCTURAL SYSTEMS, NOTIFY STRUCTURAL ENGINEER PRIOR TO
INSTALLATION.
6. VERIFY WEIGHTS AND LOCATIONS OF NON-STRUCTURAL COMPONENTS (SUCH AS
PLANTERS) PRIOR TO PLACEMENT. WEIGHTS SHALL NOT EXCEED THOSE SHOWN
ON STRUCTURAL DRAWINGS. CONTRACTOR TO VERIFY SIZES AND WEIGHTS
PRIOR TO INSTALLATION OF SPECIAL FRAMING.
TYPICAL SHEATHING:
DESIGN CRITERIA:
FLOOR LIVE LOAD:
ROOF LIVE LOAD:
RISK CATEGORY:
WIND DATA:
ADDRESS:
2.
1. ALL SOILS WORK SHALL BE DONE IN ACCORDANCE WITH THE SPECIFICATIONS AND
THE REQUIREMENTS OF THE GEOTECHNICAL REPORT NOTED BELOW, AND CHAPTER
18 OF THE CBC. ALL FOUNDATIONS SHALL BEAR ON FIRM, UNDISTURBED, NATIVE
SOILS OR ENGINEERED FILL AT OR EXCEEDING DEPTHS SHOWN ON THE DRAWINGS.
ENGINEERED FILL TO BE COMPACTED PER GEOTECHNICAL REPORT. INCREASE FILL
AND OR FOOTING DEPTH AS REQUIRED BY GEOTECHNICAL ENGINEER. ALL FOOTING
EXCAVATIONS SHALL BE AS NEAT AS PRACTICABLE. MAXIMUM OVER EXCAVATION IN
WIDTH SHALL BE LESS THAN 12 INCHES OR 25% OF FOOTING WIDTH, WHICH EVER IS
LESS. 6 INCHES MAXIMUM PER SIDE. LARGER OVER-EXCAVATIONS IN WIDTH SHALL
BE FILLED WITH ADDITIONAL REINFORCED CONCRETE AS DIRECTED BY THE
ENGINEER, OR FORMWORK SHALL BE PROVIDED. OVER-EXCAVATIONS IN DEPTH MAY
BE FILLED WITH LEAN CONCRETE OR COMPACTED APPROVED BACKFILL. ALL LOOSE
SOILS SHALL BE REMOVED FROM EXCAVATIONS PRIOR TO PLACEMENT OF
REINFORCING OR CONCRETE. GEOTECHNICAL REPORT BY:
ALL BEAMS AND JOISTS (EXCLUDING I JOISTS) SHALL BE SEAT CUT FOR FULL UNIFORM
BEARING AT SUPPORTS, INCLUDING BEAM SEATS AND COLUMN CAPS.
PROJECT TITLE:
1.
GENERAL NOTES AND
SPECIFICATIONS
C
SHEET TITLE:
WOOD FRAMING NOTES
770 TAMALPAIS DR., INC., A FLORDIA CORPORATION
E
OWNER:
1
7. SHORING AND BRACING DESIGN, MATERIALS AND INSTALLATION SHALL BE
PROVIDED BY THE GENERAL CONTRACTOR, AND SHALL BE ADEQUATE FOR ALL
LOADS. LEAVE IN PLACE AS LONG AS MAY BE REQUIRED FOR SAFETY AND UNTIL
FINAL STRUCTURAL CONSTRUCTION IS COMPLETED.
8. SPECIAL INSPECTIONS ARE REQUIRED PER D/S0.1 AND THE TESTING AND
INSPECTION FORM.
9. STRUCTURAL OBSERVATION PER CBC SECTION 1704.5 IS NOT REQUIRED.
NOTIFY ZFA FOR GENERAL REVIEW OF:
- MINIMUM FOOTING SIZE AND REINFORCING STEEL
- WOOD SHEAR WALLS, SHEAR PANELS AND FLOOR/ROOF DIAPHRAGMS,
INCLUDING NAILING, BOLTING, ANCHORAGE AND OTHER FASTENING TO
OTHER COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM.
NOTIFY ZFA FOR REVIEW PRIOR TO COVERING ABOVE LISTED WORK. PROVIDE 2
WORKING DAYS MINIMUM SCHEDULING NOTICE PRIOR TO REVIEW DATE.
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S0.1
SHEET
F
3,000
(4,000 AT 56 DAYS)
1"x#4
FOUNDATIONS
3,000
(DESIGNED FOR 2,500)
1"x#4
0.45
0.53
6.1
5.0
2.
NON-STRUCTURAL
LEAN CONC FOR
FTG BACKFILL
EXTERIOR SLAB ON
GRADE (WALKS AND
PATIOS)
2.
-
-
-
3.0
3.
2,500
1"x#4
0.55
4.5
CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF CBC
SECTIONS 1705 AND 1903, ACI 318 CHAPTER 5, AND THESE SPECIFICATIONS. CEMENT
TO BE IN ACCORDANCE WITH ASTM C150 TYPE II. AGGREGATE TO MEET ASTM C33.
3.
CONCRETE MIX DESIGN FOR INTERIOR SLABS ON GRADE TO HAVE 25% TO 35% FLY
ASH TYPE F SUBSTITUTED FOR CEMENT ON A 1 TO 1 RATIO. REPLACE 200 POUNDS
OF SAND WITH 200 POUNDS Í"(-) AGGREGATE TO REDUCE TOTAL SAND.
4.
UNDER SLAB VAPOR RETARDER TO BE ASTM E1745 CLASS A; 15 MILS MINIMUM
THICKNESS; 0.01 U.S. PERMS MAXIMUM PERMEANCE. INSTALL PER ASTM E1643 AND
MANUFACTURER'S RECOMMENDATIONS. PROVIDE "STEGO WRAP VAPOR BARRIER
(15MIL)" OR APPROVED EQUIVALENT. RETARDER SHALL EXTEND TO FOOTINGS BUT
NOT TO BOTTOM OF FOOTING OR INTO A COLD JOINT.
5.
6.
7.
REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 OR A706 GRADE 60.
BARS #3 AND SMALLER MAY BE ASTM A615 GRADE 40. STEEL SHALL BE KEPT CLEAN
AND FREE OF RUST. SECURELY TIE REBAR IN PLACE PRIOR TO CONCRETE
PLACEMENT. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO INSTALLATION.
WELDED REINFORCING STEEL SHALL BE ASTM A706 OR A615 MEETING CARBON
REQUIREMENTS OF AWS D1.4. WELDING SHALL CONFORM WITH AWS D1.4. WELDED
WIRE REINFORCEMENT SHALL CONFORM WITH ASTM A185 AND SHALL BE LAPPED 12"
MINIMUM.
SLABS, BEAMS, WALLS AND OTHER CONCRETE SHALL BE KEPT CONTINUOUSLY WET
FOR 48 HOURS, AFTER PLACEMENT, AND SHALL BE KEPT DAMP FOR 7 DAYS AFTER
PLACEMENT. SLABS SHALL HAVE CURE/SEALER APPLIED IMMEDIATELY AFTER
FINISHING IF OTHER FINISHES ARE NOT AFFECTED. WHEN CURE SEALER CAN NOT BE
APPLIED, SLAB SHALL BE KEPT CONTINUOUSLY WET OR COVERED WITH CURING
PAPER. CURE SHALL BE OF A TYPE THAT WILL NOT BE DETRIMENTAL TO SEALERS TO
BE APPLIED LATER.
ANCHOR BOLTS - ASTM F1554 GRADE 36 THREADED ROD WITH DOUBLE NUTS OR
ASTM A307 HEADED BOLTS. (NO "J" OR "L" BOLTS EXCEPT AT WOOD SILL PLATES).
SECURELY TIE ANCHOR BOLTS IN PLACE PRIOR TO CONCRETE POUR.
8.
MECHANICAL COUPLERS FOR REINFORCING STEEL TO BE "L-SERIES BAR LOCK" BY
DAYTON SUPERIOR (ESR-2495) OR EQUAL COUPLER WITH ICC REPORT, UNO.
9.
CONCRETE EXPANSION ANCHORS ARE SIMPSON STRONG BOLT 2 (ESR-3037) OR HILTI
KWIK BOLT TZ (ESR-1917). CONCRETE SCREW ANCHORS ARE SIMPSON TITEN HD
(ESR-2713) OR HILTI KH-EZ (ESR-3027). CONCRETE EPOXY DOWEL ADHESIVE IS
SIMPSON SET-XP (ESR-2508) OR HILTI HIT-RE 500-SD (ESR-2322). CONCRETE INSERTS
AND FERRULE LOOP INSERTS ARE BY BURKE CONCRETE COMPANY.
STRUCTURAL STEEL
1. STEEL GRADES:
WF & WT SHAPES..........................................
C SHAPES, L SHAPES & PLATES.................
PIPES .............................................................
ROUND HSS ..................................................
SQUARE AND RECTANGULAR HSS ............
MACHINE BOLTS (MB) ..................................
HIGH STRENGTH BOLTS (HSB) ...................
ANCHOR RODS .............................................
NUTS...............................................................
WASHERS.......................................................
WELDED HEADED/THREADED STUDS......
DEFORMED BAR ANCHORS........................
ASTM A992 OR A572 GRADE 50
ASTM A36 OR A572 GRADE 50
ASTM A53 GRADE B
ASTM A500 GRADE B Fü=42KSI
ASTM A500 GRADE B Fü=46KSI
ASTM A307 OR F1554 GRADE 36
ASTM A325 UNO
ASTM F1554 GR36 OR A307 UNO
ASTM A563
ASTM F436
ASTM A108 Fü=51KSI
ASTM A496
2.
WORKMANSHIP AND DETAILS SHALL CONFORM TO THE AISC SPECIFICATIONS AND
THE CBC UNLESS NOTED OTHERWISE.
3.
BOLT HOLES SHALL BE È" LARGER IN DIAMETER THAN THE BOLT. ANCHOR BOLT
HOLES SHALL BE É" LARGER IN DIAMETER THAN THE ANCHOR BOLT.
4.
WELDING ELECTRODES SHALL MEET AWS REQUIREMENTS AND ELECTRODES SHALL
BE E70XX FOR SHIELDED METAL ARC, F7XX-EXXX FOR SUBMERGED ARC (SHOP
WELDS ONLY), ER70S-X FOR GAS METAL ARC AND E7XT-XX FOR FLUX CORE (UNLESS
NOTED OTHERWISE).
5.
ALL STRUCTURAL WELDS SHALL BE INSPECTED AND CERTIFIED BY A QUALIFIED
TESTING AGENCY. CERTIFICATION SHALL BE SUBMITTED TO THE ARCHITECT AND
THE BUILDING DEPARTMENT.
6.
7.
TEMPORARY SHORING AND BRACING SHALL BE USED AND SHALL BE ADEQUATE FOR
ALL LOADS TO WHICH IT MAY BE SUBJECTED. LEAVE TEMPORARY BRACING AND
SHORING IN PLACE AS LONG AS MAY BE REQUIRED FOR SAFETY, AND UNTIL FINAL
FRAMING CONSTRUCTION IS COMPLETED.
HIGH STRENGTH GROUT: ASTM C1107, NON-SHRINK, NON-METALLIC AGGREGATE
TYPE, CAPABLE OF DEVELOPING MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI AT
28 DAYS WHEN PLACED IN A FLUID STATE. PROVIDE "MASTERFLOW 928"
MANUFACTURED BY BASF.
8.
SAD FOR FINISHES ON STEEL FRAMING. STEEL FRAMING WITH EXTERIOR EXPOSURE
SHALL BE HOT-DIP GALVANIZED. ALL CONNECTION HARDWARE AT EXTERIOR
EXPOSURE FRAMING SHALL BE HOT-DIP GALVANIZED. FIELD TOUCH-UP WITH ZINC
1
RICH PRIMER AFTER ERECTION
9.
CONTRACTOR TO SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION FOR REVIEW.
GENERAL CONTRACTOR TO REVIEW SHOP DRAWINGS PRIOR TO SUBMISSION TO
ARCHITECT/ENGINEER.
10. WELDING OF THREADED STUDS, HEADED STUDS, AND DEFORMED BAR ANCHORS
SHALL BE FULL-FUSION ARC WELDS CONFORMING TO AWS D1.1.
4.
5.
6.
FĂ (PSI)
E (PSI)
1200
1350
1000
900
900
700
900
170
170
180
180
180
180
180
1.6x10ì
1.6x10ì
1.7x10ì
1.6x10ì
1.6x10ì
1.4x10ì
1.6x10ì
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE THAT THE MAXIMUM
MOISTURE CONTENT OF WOOD AT THE TIME OF INSTALLATION SHALL BE NOT MORE THAN
19%.
NAILS TO BE OF COMMON WIRE WHERE NAILING IS SPECIFIED ON THE DRAWINGS. 16d
SINKER NAILS 0.148 x 3Ë" MAY BE SUBSTITUTED FOR 16d COMMON NAILS UNO. PRE-DRILL
NAIL HOLES WHERE WOOD TENDS TO SPLIT. NAILS AS SPECIFIED ON PLANS AND INCLUDING
IN PTDF MATERIAL CONTAINING AMMONIA IN EXTERIOR APPLICATIONS SHALL BE TYPE 304 OR
316 STAINLESS STEEL. NAILS USED IN EXTERIOR APPLICATIONS OR IN INTERIOR PTDF SHALL
BE HOT-DIPPED GALVANIZED PER ASTM A153.
5. ALL STUDS TO BE CONTINUOUS. ALL TRACKS IN HEADERS AND SILLS TO BE CONTINUOUS
SINGLE-PIECE BETWEEN JAMB STUDS OR PARAPET POSTS.
6. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING.
SCREWS OR WELDS NOT SHOWN SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH
OF THE CONNECTION. ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED-UP WITH A
ZINC-RICH PAINT. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED.
WOOD SCREWS SHALL CONFORM TO ANSI/ASME B18.6.1. PROVIDE PILOT HOLE 70% OF
DIAMETER OF SCREW SHANK WHERE FASTENING HARDWOOD TIMBER SPECIES OR WHERE
WOOD TENDS TO SPLIT. MINIMUM PENETRATION IS (10) DIAMETERS, UNO.
9. EXPANSION ANCHOR OR SCREW ANCHOR SIZE AND EMBEDMENT ARE AS REQUIRED PER
DRAWINGS. MINIMUM STEEL EDGE DISTANCE IN TRACK IS 2x ANCHOR DIAMETER AND
MINIMUM SPACING IS 3x ANCHOR DIAMETER UNO. SEE EXPANSION OR SCREW ANCHOR
SCHEDULE FOR CONCRETE REQUIREMENTS. FOR EXPANSION ANCHOR THROUGH METAL
TRACK, USE 3" SQUARE x Ë" PLATE WASHER (OR EQUIVALENT ROUND WASHER) AT TRACK.
DRILL HOLE IN PLATE WASHER FOR EXPANSION ANCHOR AS NEEDED TO ACHIEVE MINIMUM
EDGE DISTANCES.
BOLTS SHALL BE UNFINISHED MACHINE BOLTS PER ASTM A307. NUTS SHALL BE PER ASTM
A563 AND OF STANDARD SIZE UNLESS NOTED OTHERWISE. LENGTH OF BOLTS SHALL BE
SUCH THAT THE BOLT PROJECTION IS NOT LESS THAN È" NOR MORE THAN Ï" PAST END
OF NUT. BOLT HOLES IN WOOD SHALL BE Ý" LARGER THAN BOLT SIZES (UNO). PROVIDE
STANDARD CUT WASHERS UNDER HEAD AND NUT WHERE BOLT HEADS WOULD BEAR ON
WOOD. USE MALLEABLE IRON WASHERS WHERE EXPOSED TO VIEW OR NOTED. NUTS SHALL
BE TIGHTENED WHEN PLACED AND RETIGHTENED BEFORE CLOSING IN OF WALLS OR OTHER
CONSTRUCTION. DO NOT CRUSH WOOD WHEN TIGHTENING. BOLTS AS SPECIFIED ON
PLANS AND THOSE IN CONTACT WITH PTDF MATERIAL CONTAINING AMMONIA IN EXTERIOR
APPLICATIONS SHALL BE TYPE 304 OR 316 STAINLESS STEEL. ALL OTHER BOLTS USED IN
EXTERIOR APPLICATIONS SHALL BE HOT-DIPPED GALVANIZED PER ASTM A153.
8.
DECKING MATERIAL AND FRAMING EXPOSED TO WEATHER TO BE PTDF AWPA "USE
CATEGORY" UC3B OR REDWOOD, SAD.
9.
WOOD ADHESIVE SHALL BE WATER-PROOF, CARTRIDGE DISPENSED, MEETING APA PRODUCT
SPECIFICATION AFG-01 OR ASTM D3498. LOCTITE "PL PREMIUM" OR EQUAL. FOR USE AT
SUBFLOOR SHEATHING AND WHERE SPECIFICALLY NOTED FOR USE ON DRAWINGS.
PLYWOOD/ORIENTED STRAND BOARD (OSB) SHEATHING
1. STRUCTURAL SHEATHING SHALL CONFORM TO PRODUCT STANDARD PS-1 OR PS-2.
ALL PANELS SHALL HAVE AN EXTERIOR EXPOSURE RATING AND BEAR THE
TRADEMARK OF THE ENGINEERED WOOD ASSOCIATION (APA). SHEATHING SHEETS
SHALL BE SPLICED ALONG CENTERLINE OF FRAMING MEMBER WITH NAILING SPACED
NOT LESS THAN Í" FROM EDGE OF SHEETS. MACHINE-PLACED NAILING AND NAILS TO
BE APPROVED BY THE ENGINEER PRIOR TO USE. SHEATHING NAILS OF COMMON WIRE
WITH FULL ROUND HEADS ARE REQUIRED.
OSB WITH EQUIVALENT THICKNESS AND SPAN RATING MAY BE USED IN LIEU OF
PLYWOOD CALLED OUT. ALL OSB SHALL CONFORM TO PS-2.
COLD FORMED METAL FRAMING
1. YIELD STRENGTHS SHALL BE:
Fü = 33,000 PSI
33 & 43 MILS (20 & 18 GAUGE)
Fü = 50,000 PSI
54, 68, & 97 MILS (16, 14, & 12 GAUGE)
METAL FRAMING TO BE MANUFACTURED BY CURRENT MEMBERS OF "THE STEEL STUD
MANUFACTURER'S ASSOCIATION" (SSMA) PER ICC-ES ESR-3064P, THE "CERTIFIED STEEL
STUD ASSOCIATION" (CSSA) PER ICC ESR-3016, OR EQUIVALENT - SUBMIT MANUFACTURER'S
INFORMATION (ICC REPORTS) AND PRODUCT COMPARISON FOR ENGINEER'S EVALUATION
OF ANY SUBSTITUTE.
3.
ALL FRAMING MEMBERS SHALL BE GALVANIZED TO G60 MINIMUM (EQUIVALENT COATING
SUCH AS G60e NOT ACCEPTABLE). STUDS AND JOISTS SHALL BE FORMED FROM STEEL
THAT CORRESPONDS TO THE MINIMUM REQUIREMENTS OF THE AMERICAN IRON AND STEEL
INSTITUTE (AISI) STANDARDS.
4.
ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AISI
"SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS".
5.
4. TYPICAL TRACKS ARE SAME GAUGE (MILS) AS STUD, 43 MILS MINIMUM UNO. FLANGE TO BE
1Ï" MIN.
7. METAL SCREWS (MS) OR (SMS) TO BE PAN-HEAD OR HEX-HEAD, SELF-DRILLING OR IN PREDRILLED HOLE, OF SIZE AS NOTED ON DRAWINGS, AND OF SUFFICIENT LENGTH TO
ACHIEVE FULL PENETRATION INTO ALL MEMBERS AT CONNECTIONS (3 - THREAD
PENETRATION MINIMUM BEYOND LAST PLY). MINIMUM EDGE DISTANCE AND SPACING IS 1"
IN ALL MEMBERS.
WOOD AGAINST CMU OR CONCRETE SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF)
PER AWPA STANDARD U1. "USE CATEGORY" UC2 AT INTERIOR. "USE CATEGORY" UC3B AT
EXTERIOR (NO GROUND CONTACT).
2.
3. TYPICAL METAL STUDS AND FRAMING ARE PER SCHEDULES 1/S1.3 UNO. SUBMIT SHOP
DRAWINGS AND MANUFACTURER'S INFORMATION SHOWING CONFORMANCE TO CRITERIA
SHOWN ON DRAWINGS AND SPECIFICATIONS. MINIMUM METAL THICKNESS = 33MILS (20GA).
METAL FRAMING CLIPS, HANGERS, ETC. ARE BY SIMPSON STRONG-TIE. NAILING SHALL BE IN
ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS WITH A NAIL PROVIDED FOR
EACH PUNCHED HOLE UNO. CONNECTORS AS SPECIFIED ON PLANS AND THOSE IN CONTACT
WITH PTDF MATERIAL CONTAINING AMMONIA IN EXTERIOR APPLICATIONS SHALL BE TYPE 304
OR 316 STAINLESS STEEL. ALL OTHER CONNECTORS USED IN EXTERIOR APPLICATIONS OR
INTERIOR PTDF SHALL BE HDG (MINIMUM 2.0 oz/SQ FT) OR ZMAX (MINIMUM 1.85 oz/SQ FT PER
ASTM A653). IN APPLICATIONS WHERE NON-AMMONIA TREATED WOOD IS DRY WHEN
INSTALLED AND WILL REMAIN DRY IN-SERVICE A COATING THICKNESS OF 0.9 oz/SQ FT MAY BE
USED.
7.
2.
600 - MEMBER DEPTH IN 1/100" (6")
S - MEMBER STYLE - S=STUD, T=TRACK
162 - FLANGE WIDTH IN 1/100" (1Ñ")
54 - MATERIAL THICKNESS IN MILS (0.054")
WELDING ELECTRODES SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS)
STANDARDS INCLUDING AWS A5.18 (GAS METAL ARC.). TOUCH UP ALL WELDS WITH ZINCRICH PAINT IN COMPLIANCE WITH ASTM A780.
415.243.4091 | zfa.com
8. POWDER DRIVEN PINS (PDP) TO BE 0.157"ø x MINIMUM 1Ë" LONG HILTI X-U UNO. MINIMUM
DISTANCE TO EDGE OF CONCRETE IS 3". MINIMUM SPACING TO BE 4"oc. DO NOT USE PDP
AT CONCRETE CURBS. AT STRUCTURAL STEEL USE 0.157"ø xÑ" LONG HILTI X-U UNO.
PERMIT SET
10. METAL STUDS TO BE LATERALLY BRACED WITH GYPSUM BOARD BOTH SIDES PER CBC OR
BRACED AT 4'-0"oc MAXIMUM PER 1/S1.4.
11. TYPICAL STUD-TO-TRACK CONNECTIONS PER 2/S1.4 UNO. MAXIMUM GAP OF É" IS
ALLOWED BETWEEN STUDS AND TRACK AT STANDARD WALLS. TRIM STUDS TO FULLY
BEAR.
12. TYPICAL WALL INTERSECTIONS PER 7/S1.4 UNO.
13. PROVIDE LIGHT GAUGE METAL BACKING FOR ARCHITECTURAL FINISHES AND FURNISHINGS,
SAD.
14. TYPICAL PUNCHOUTS PER 5/S1.4.
15. WALLS AT SEISMIC SEPARATION JOINTS SHALL BE FRAMED AS EXTERIOR WALLS UNO.
G
STEEL NOTES
1.
COORDINATE TOP OF FOOTING ELEVATIONS AS DETERMINED BY THE CONTRACTOR
PER C/S0.1 NOTE #5 1
2.
TOP OF STEEL ELEVATIONS ARE TO BE DETERMINED BY THE CONTRACTOR BASED
ON ARCHITECTURAL DRAWINGS AND STRUCTURAL DRAWINGS.
3.
WHERE INDICATED ON PLAN "C" INDICATES MIDSPAN CAMBER IN INCHES.
4.
ALL FRAMING AND CONNECTIONS ALONG GRID LINES OR OTHERWISE INDICATED AS
(SFRS) ARE PART OF THE SEISMIC FORCE RESISTING SYSTEM. TESTING AND
INSPECTION OF FRAMING AND CONNECTIONS INDICATED AS SFRS SHALL MEET ALL
REQUIREMENTS OF AISC 341 AND AWS D1.8. SEE SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS.
5.
ALL BOLTS THAT ARE A PART OF THE SFRS ARE TO BE SLIP CRITICAL.
6.
DEMAND CRITICAL WELDS ARE AS INDICATED ON PLANS, ADDITIONALLY ALL
COLUMN SPLICES AND COLUMN TO BASE PLATE WELDS IN THE SFRS ARE DEMAND
CRITICAL. DEMAND CRITICAL WELDS AND THE TESTING AND INSPECTION OF THEM
ARE TO MEET ALL REQUIREMENTS OF AISC 341, AWS D1.1, AND AWS D1.8. SEE
SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
7.
SPECIAL MOMENT FRAME BEAM TO COLUMN CONNECTIONS ARE PREQUALIFIED
SPECIAL WELDED UNREINFORCED FLANGE - WELDED WEB (WUF-W) CONNECTIONS.
WORK, INSPECTIONS, AND TESTING IS TO MEET ALL REQUIREMENTS OF AISC 358
CHAPTERS 3, 4 AND 8, AISC 341, AND AWS D1.8. SEE SPECIFICATIONS FOR
ADDITIONAL REQUIREMENTS.
GENERAL NOTES AND
SPECIFICATIONS
INTERIOR SLAB
3
ON GRADE
Fñ (PSI)
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
SHEET TITLE:
6x POSTS
6x BEAMS
4x POSTS & BEAMS
2x JOISTS, RAFTERS
£ MATERIAL
2x STUDS Ä 10' HEIGHT
2x STUDS > 10' HEIGHT
STRUCTURAL
SPECIES AND MINIMUM
GRADE, UNO
DOUGLAS FIR - #1
DOUGLAS FIR - #1
DOUGLAS FIR - #1
DOUGLAS FIR - #2
DOUGLAS FIR - #2
DOUGLAS FIR - STUD
DOUGLAS FIR - #2
A R C H I T E C T S
SAWN LUMBER MEMBER
2. EACH FRAMING MEMBER IS DESIGNATED BY A FOUR PART CODE INDICATING THE SIZE
(BOTH DEPTH AND FLANGE WIDTH), STYLE, AND MATERIAL THICKNESS. FOR EXAMPLE,
600S162-54:
RIM
OWNER:
CONCRETE SHALL BE HARD ROCK CONCRETE AND MEET THE FOLLOWING
REQUIREMENTS:
MIN SACKS
CEMENTITIOUS
MIN 28-DAY
AGGREGATE MAX WATER TO MATERIAL PER
3
3
LOCATION
CUBIC YARD
STRENGTH (PSI)
SIZE
CEMENT RATIO
1. SEE PLANS, DETAILS, AND ARCHITECTURAL DRAWINGS FOR METAL FRAMING LOCATIONS.
SEE ARCHITECTURAL DRAWINGS FOR WALL WIDTHS AND CONFIGURATIONS.
1.
WOOD CONSTRUCTION (CARPENTRY)
1. EACH PIECE OF LUMBER SHALL BEAR THE STAMP OF THE WEST COAST LUMBER
INSPECTION BUREAU (WCLIB) OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA)
SHOWING GRADE MARK OR APPROVED EQUAL. BEAMS AND POSTS TO BE FREE OF
HEART CENTER (FOHC). OTHER MATERIALS SHALL BE AS SHOWN BELOW:
ADDRESS:
CONCRETE CONSTRUCTION
LIGHT GAUGE METAL FRAMING NOTES
STRUCTURAL SPECIFICATIONS
PROJECT TITLE:
H
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S0.2
SHEET
NOTE;
NO POWDER DRIVEN
PINS AT CURB
6"
10
100
Ó"
5Ï"
1Ó"
3"
8Ó"
20
150
Í"
2Ï"
1Ï"
3"
4"
10
40
Ï"
3"
1Ó"
3"
4Ó"
10
45
Ñ"
3Ë"
1Ó"
4"
5"
10
85
Ó"
4"
1Ó"
4"
6"
20
115
4"
#4 CONT
SAD
DS SLAB
#3
8"
#7
60"
#10
112"
NO 'PIPES'
PARALLEL TO
FTG THIS AREA
#5
36"µ
#8
76"
#11
132"
SLAB PER
PLAN
6
AS OCCURS
S1.1
CONC COVER FOR REINF STEEL
@ 18"oc
CONC FTG
OR PAD FTG
'PIPE' IN BACKFILLED
TRENCH - LOCATE ONLY
ABOVE SLOPED LINE
b
ROUGHEN TO Ë" AMPLITUDE
8"
TYPICAL INTERIOR NON-BEARING WALL AT SLAB
1" = 1'-0"
LAP
2. CONTRACTOR TO VERIFY MINIMUM EDGE DISTANCES, SPACING AND THICKNESS ARE
IN ACCORDANCE WITH SCHEDULE PRIOR TO INSTALLING ANCHOR.
#3
Ï"ø
3"
1Ó"
3"
5"
Ï"ø
Ñ"ø
Ó"ø
Õ"ø
1"ø
1Ë"ø
#4
#5
#6
#7
#8
#10
Ñ"ø
Ó"ø
Õ"ø
1"ø
1É"ø
1Í"ø
4"
5"
6"
7"
8"
10"
1Ó"
1Ó"
1Ó"
1Ó"
1Ó"
2Ó"
3"
3"
3"
3"
3"
6"
6Ï"
8Ë"
9Ë"
11Ï"
13"
16Ë"
Í"ø
#3
Ï"ø
3"
1Õ"
1Õ"
4Ë"
Ï"ø
#4
Ñ"ø
4"
2Ï"
2Ï"
5Ë"
Ñ"ø
Ó"ø
#5
#6
Ó"ø
5"
3É"
3É"
6Ë"
Õ"ø
6"
3Ó"
3Ó"
7Ï"
Õ"ø
#7
1"ø
7"
4Í"
4Í"
8"
1"ø
#8
1É"ø
8"
5"
5"
10"
N/A
#9
1Í"ø
9"
5Ñ"
5Ñ"
11Ë"
1Ë"ø
#10
1Ï"ø
10"
6Ë"
6Ë"
12Ï"
ANCHOR PER
PLAN & DETAILS
TYP
REINF
LAP
STD
HOOK
STD HOOK AT ADDL BARS
STD
HOOK
LAP
8" MIN
METAL JOINT
U BAR TO
MATCH
HORIZ BAR
OR
8
TYPICAL CORNER, INTERSECTION AND END REINFORCING
db
TYP SLAB ON GRADE
TYP SLAB ON GRADE
TYP REINF CONT THRU
TYP REINF CONT THRU
REINF CONT THRU
OR LAP PER
1 S1.1
ROUGHEN JOINT BY
SAND BLASTING TO
EXPOSE AGGREGATE
TO Ë" AMPLITUDE
B
TYPICAL REINFORCING DETAILS (f'c = 2500psi MIN)
1
3/4" = 1'-0"
1 1/2"
MIN
1 1/2"
MIN
LOCATE VERTICAL
PIPES INSIDE WALL
THICKEN AT 'PIPE' AS REQD
TO PROVIDE CLEARANCE
TO REINF & CONC COVER
TO 'PIPE'. PROVIDE #4 HORIZ
AT 'PIPE'.
12"
12"
B
4
SLAB ON GRADE JOINTS
'PIPE' THRU FTG
IN 'PIPE' SLEEVE
3/4" = 1'-0"
NOTE:
LOCATION OF JOINTS TO BE
SUBMITTED TO ARCHITECT/
ENGINEER FOR REVIEW PRIOR
TO PLACEMENT OF CONC
KEY FROM BEVELED 2x8.
DO NOT LOCATE WITHIN
48" OF HOLDOWN OR COL.
B
SLAB PER
PLAN
CONTRACTOR TO VERIFY MINIMUM EDGE DISTANCES, SPACING AND THICKNESS ARE IN
ACCORDANCE WITH SCHEDULE PRIOR TO INSTALLING ANCHOR.
3.
A
1" MAX
1 1/2" MIN COVER
FOOTING CONSTRUCTION JOINT
d
3d
8" MAX
DIA
48" MIN TO NEXT BUNDLE
'PIPE' THRU FTG
PIPE/CONDUIT
VAPOR RETARDER - SEAL
AT PENETRATION, TYP
COMPACTED CRUSHED BASE ROCK
PER NOTE #3
d
PIPE/CONDUIT REQUIRING
EMBEDMENT IN CONC
5
PIPE/CONDUIT IN
COMPACTED ROCK
4.
SPECIAL INSPECTION IS REQUIRED PER SECTION 1705 AND THE REQUIREMENTS OF THE
ICC REPORTS. THE SPECIAL INSPECTOR MUST BE ON THE JOB SITE PERIODICALLY
DURING ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, HOLE
CLEANLINESS, EMBEDMENT DEPTH, CONCRETE TYPE, CONCRETE COMPRESSIVE
STRENGTH, DRILL BIT DIAMETER, HOLE DEPTH, EDGE DISTANCE(S), ANCHOR SPACING
(S), CONCRETE THICKNESS, AND ADHESIVE INJECTION.
1
3/4" = 1'-0"
PER NOTE #3
2
ADHESIVE ANCHOR IN CONCRETE
¢ 'PIPE'
1.
2.
8"
MIN
CONTROL JOINT
#4 CONT
SAD 4" MAX, 2" MAX
FOR SUBGRADE TO
REMAIN LEVEL
3.
4.
BASE £
5.
6.
7.
3/4" = 1'-0"
SLAB BLOCKOUT
1" = 1'-0"
CONT FTG
PAD FTG SIMILAR
NOTES:
REINF PER PLAN
10
PROVIDE REINF TO
MATCH FTG REINF
SEE NOTE #8
8.
12
PER NOTE #3
'PIPE'
CONDUIT & PIPE AT SLAB ON GRADE
24" SQ MIN OPTIONAL
DIAMOND BLOCKOUT
COLUMN
PER PLAN
LAP
OPTIONAL BUNDLED
'PIPE' SLEEVE
3d
24"ø MIN SONOTUBE BLOCKOUT
SLAB FOR COLUMN
HOLES TO BE DRILLED WITH ROTARY DRILL ONLY. WHEN DRILLING HOLES IN EXISTING
CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING
REINFORCING BARS. MAINTAIN A REASONABLE CLEARANCE BETWEEN
REINFORCEMENT AND THE DRILLED-IN ANCHOR. FILL ABANDONED HOLES WITH HIGH
STRENGTH GROUT.
PLAN VIEW
A
TYP REINF
3/4" = 1'-0"
1 1/2"
DEEPEN FTG AS REQD
FOR PIPE COVER &
CLEARANCES TO REINF
STEEL PER NOTE #3
NOTES:
2.
VERT PIPE (WRAPPED)
CONTROL JOINT
NOTES:
1. LOCATION OF PIPE/CONDUIT BY OTHERS.
2. PROVIDE SLEEVE AT PIPE PER __________
2 SIM.
S1.1
PIPE/CONDUIT
EDGE OF CONC
AS OCCURS
INSTALL ADHESIVE ANCHORS PER MANUFACTURER'S INFORMATION AND ICC REPORT.
CROSSTIE
#3, #4, #5
STIRRUP
#3, #4, #5
3/4" = 1'-0"
SõÙÜ
1.
6db
R = 2db
135° STIRRUP
TIES #3, #4, #5
SAWCUT WITHIN 8 HOURS
OF CONCRETE PLACEMENT.
USE JOINT SEALANT
COMPOUND TO FILL CUT
PERMIT SET
b
6d
135°
IN
R = 2db
FORMED JOINT
PLASTIC CONTROL JOINT OR
É" x1Ï" MASONITE OR
Ï" x1Ï" TOOLED JOINT FILLED
W/ FLEXIBLE SEALANT
SPLICE
db
CONSTRUCTION/DOWEL JOINT
1 1/2"
STD
HOOK
ADDL VERT
AS REQD
8" MIN
6d
b,
3"
M
Ï" SQ FLEXIBLE
SEALANT
KEY FROM
BEVELED 2x4
Hóô
CõÙÜ
LAP
COL BAR & STRUCT OFFSET
Ï"ø x 18" SMOOTH
ROD @ 18"oc
JOINT
CAP
PLAN VIEW - SINGLE LAYER
9
TOP OF
CONC
90° HOOK
4 db OR 2 1/2" MIN
1" MIN OR
EMBED IN
CONC
Í"ø
415.243.4091 | zfa.com
R=3 db FOR #3 TO #8
R=4 db FOR #9 TO #11
2"
MIN
STD HOOK
TYP WALL OR
FOOTING REINF
LAP
REBAR
180° HOOK
D
CORNER BAR TO
MATCH HORIZ BAR
NOTE:
FOOTING REINF AT CORNER AND INTERSECTION TO BE SIMILAR
THRD
ROD
1"
1Ï"
WIRE TOGETHER AT EACH END
PLAN VIEW - 2 OR MORE LAYERS
MIN CONC
DEPTH
HõÙÜ
NOT EXPOSED TO EARTH OR WEATHER
#5 & SMALLER
#6 & LARGER, & ALL BM STIRRUPS, COL TIES & SPIRALS
FOR INFORMATION
NOT NOTED SEE __________
2
S1.1
D/4
LAP
(2) ADDL
VERTS AS
REQD
TYP WALL OR
FOOTING REINF
MIN
SPACING
SõÙÜ
1Ï"
2"
STANDARD HOOKS & BENDS
A
MIN EDGE
DISTANCE
CõÙÜ
EXPOSED TO EARTH (FORMED) OR WEATHER
#5 & SMALLER
#6 & LARGER
3/4"
ENGINEER
= 1'-0"
NOTE: TRENCH LOCATION PER CBC 1809A.14
STD
HOOK
ADDL VERTS
AS REQD
CORNER BAR
TO MATCH
HORIZ BAR
MIN
EMBED
UNO
Hóô
3"
TRENCHING ADJACENT TO FOOTING
3
NOT TO SCALE
PILOT
HOLE
CAST AGAINST EARTH OR GRADE
1 MAX
4. THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE PERIODICALLY DURING ANCHOR
INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, HOLE CLEANLINESS,
EMBEDMENT DEPTH, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, DRILL
BIT DIAMETER, HOLE DEPTH, EDGE DISTANCE(S), ANCHOR SPACING(S), CONCRETE
THICKNESS, AND TIGHTENING TORQUE.
ADHESIVE ANCHOR IN 2500 PSI MIN CONCRETE
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
'CLR'
6
3. HOLES TO BE DRILLED WITH ROTARY DRILL ONLY. WHEN INSTALLING DRILLED-IN
ANCHORS IN EXISTING REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID
CUTTING OR DAMAGING THE EXISTING REINFORCING BARS. MAINTAIN A REASONABLE
CLEARANCE BETWEEN REINFORCEMENT AND THE DRILLED-IN ANCHOR. FILL
ABANDONED HOLES WITH HIGH STRENGTH GROUT.
SCREW ANCHOR IN CONCRETE
12
S1.1
ALTERNATE CURB OPTION
7
A R C H I T E C T S
ALL REINFORCING BARS SHALL EXTEND AS FAR AS POSSIBLE AND
END IN A STANDARD 90° OR 180° HOOK UNLESS DETAILED OTHERWISE
9"
#4x
ADHESIVE
ANCHOR @ 18"oc IN
LIEU OF CIP DOWEL AT
CONTRACTORS OPTION, SEE
1
DEEPEN FTG W/
LEAN CONC
WHERE DEEPER
TRENCH IS REQD
2"
DSA/OSHPD
1. INSTALL SCREW ANCHORS PER MANUFACTURER'S INFORMATION AND ICC REPORT
INSTRUCTIONS. SPECIAL INSPECTION IS REQUIRED PER SECTION 1705 OF THE CBC
AND THE REQUIREMENTS OF THE ICC REPORTS. INSTALLED ANCHORS SHALL BRING
CONNECTED PLIES INTO FIRM CONTACT, MEETING THE INSTALL TORQUE BUT NOT
EXCEEDING THE MAXIMUM INSTALL TORQUE.
RIM
(CLASS B TOP BAR)
BAR SPACING SHALL NOT BE LESS THAN 4x BAR DIAMETER OR 4".
2
2" MIN
COVER AT
ADHESIVE
ANCHOR
ENGINEER:
1. FIXTURE HOLE SIZE MIN É"ø OVERSIZE.
2. CALC ACTUAL CONDITION AND LOAD.
3. INTERIOR DRY USE ONLY.
NOTES:
HILTI HITRE 500-SD
(ICC-ESR
2322)
24"
PAD GRADE
4" EMBED AT
ADHESIVE
ANCHOR
HOLE DEPTH
PER MFR
SõÙÜ
EDGE OF CONC
AS OCCURS
SIMPSON
AT-XP
(IAPMO
UES
ER263)
#4
2"
MIN
HÜÛõ
CõÙÜ
ANCHOR
18" MIN
#4 CONT
TOP OF
CONC
ADHESIVE
TYPE
94"
µ WHERE COVER NOT LESS THAN 1Ï", #5 LAP LENGTH = 30"
1 MAX
1 SLOPE
ANCHOR PER
PLAN & DETAILS
11
#9
6
DEPRESSED SLAB - 4" MAX
3/4" = 1'-0"
TYPICAL CONCRETE DETAILS
3"
38"
SHEET TITLE:
1Ó"
#6
4"
14"
OWNER:
Ñ"
#3
50
65
LAP LENGTH
ADDRESS:
10
10
SIZE
4"
5"
LAP LENGTH
PROJECT TITLE:
3"
3"
SIZE
12db
1Ó"
1Ó"
LAP LENGTH
9"
2Ï"
3Ë"
CLR
TYP
HILTI
KH-EZ
(ICC-ESR
3027)
Í"
Ï"
SIZE
NO DEPTH RESTRICTIONS ON
TRENCHES OR DEEPENING OF FOOTINGS
OUTSIDE THIS ZONE
6" MIN
SAD
SIMPSON
TITEN HD
(ICC-ESR
2713)
4xb
SEE TYPICAL MTL STUD
DETAILS FOR TRACK
ANCHORAGE
3"
CLR
ANCHOR
TYPE
MAX
MINIMUM
ANCHOR
MINIMUM
MINIMUM MINIMUM CONCRETE INSTALL INSTALL
TORQUE
AND PILOT EMBEDMENT EDGE DIST SPACING
TORQUE
DEPTH
(FT-LB)
HOLE DIA
(FT-LB)
HÜÛõ
CõÙÜ
SõÙÜ
HõÙÜ
MINIMUM BAR LAPS FOR REINFORCING STEEL
CONCRETE STRENGTH: 2500 PSI OR GREATER (STAGGER SPLICES)
STUD & TRACK PER SCHED
db
SCREW ANCHOR IN 2500 PSI MIN CONCRETE
2
'PIPE' = ANY PENETRATION THRU OR EMBEDDED IN FOUNDATION.
ALL PIPES THROUGH FOOTINGS TO BE WRAPPED OR SLEEVED AS FOLLOWS:
a. SLEEVES: PROVIDE 1" MIN CLEAR ALL AROUND O.D. PIPE TO I.D. SLEEVE, UNO. SEAL SLEEVE ENDS WITH
MASTIC OR PLASTIC BITUMINOUS CEMENT.
b. WRAPPED VERTICAL PIPES: PROVIDE É" NOMINAL SHEET FOAM WITH (3) WRAPS MINIMUM, UNO.
c. WRAPPED HORIZONTAL PIPES: PROVIDE É" NOMINAL SHEET FOAM WITH (8) WRAPS MINIMUM, UNO.
d. UNDERGROUND FIRE LINES 4" AND LARGER:
1. SLEEVES: PROVIDE 2" MIN CLEAR ALL AROUND O.D. PIPE TO I.D. SLEEVE. SEAL ENDS PER ABOVE.
2. WRAPPED: PROVIDE É" NOMINAL SHEET FOAM WITH (16) WRAPS MINIMUM.
WRAPPED AND SLEEVED PIPES SHALL HAVE 1Ï" MIN CLEAR TO REINF STEEL. MINIMUM CONCRETE COVER AT
PIPES TO BE 3".
CLEARANCE BETWEEN 'PIPES' TO BE 3d MIN TYP WITH A MAXIMUM OF (8) PIPES PER 48". GROUPS OF PIPES MAY
BE BUNDLED AS SHOWN, EXCEPT IN PAD FOOTINGS.
NO 'PIPE' TO RUN PARALLEL IN FOOTINGS, STEM OR CURB.
PVC CONDUIT ('PIPE') EMBEDDED IN CURB/STEM MAY BE WIRE TIED TO HORIZONTAL REINF.
NO HORIZONTAL PIPES ALLOWED THROUGH FOOTING WITHIN 2'-0" EACH SIDE OF HOLDOWNS OR STEEL
COLUMNS. NO VERTICAL PIPES ALLOWED IN FOOTINGS AT BRACED FRAMES.
PROVIDE 18" MIN OF COMPACTED FILL ABOVE PIPES UP TO 12"ø, FOR LARGER PIPES INCREASE COMPACTED FILL
DEPTH 1'-0" OF FOR EACH 6" INCREASE IN PIPE DIAMETER. OTHERWISE DEEPEN FOOTING AS SHOWN.
PIPES THRU FOOTING
3/4" = 1'-0"
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S1.1
SHEET
10d @ 6"oc
(4) 16d TO BM
2x SB ES BM
16d @ 12"oc ES
2x FLAT
BLOCKING UNO
HSS COLUMN AT CORNER
C
4x W/ Ñ"ø
THREADED STUD
BOLT, CSK (1" MAX)
@ 24"oc, TYP UNO
Ï"
MAX
2x OR 3x ES
BLOCKS WHERE
REQUIRED ALIGN W/
NAILER ABV
2x TRIM STUD, SAD
FOR END OF WALL
LOCATION
SECTION AT TYPICAL NAIL SPACING
SEE
OTHERWISE
HSS COLUMN AT END OF WALL
B
4
A
2x UNO, CSK NOT
PERMITTED AT 2x
SEE
4x HEADER TO
MATCH JOIST
DEPTH UNO
PEN TO MEMBER AT
EDGE OF OPENING
FOR 3 TIMES LENGTH
OF OPENING
OTHERWISE
CS16 x "2W" LENGTH STRAP AT ES OF OPNG
GREATER THAN 24"x24" ON TOP OF SHTG
WIDE FLANGE NAILER
D
(EDGE OF OPNG SIM)
A
HGR TYP
W
4'-0" MAX
HSS COLUMN WITHIN WALL
1Ï" MIN PENETRATION AT 8d
1Ñ" MIN PENETRATION AT 10d
INTO JOIST, STUD OR BLOCKING
NOTE:
SHEATHING SHEETS ARE TO BE AS LARGE AS POSSIBLE.
STAGGER SHEETS. JOINTS ARE TO BE CENTERED OVER
BEARING. NAIL HEADS SHALL BE DRIVEN FLUSH WITH
SHEATHING. MIN SHTG SIZE IS 24" WIDTH x 48" LENGTH
AT FLOOR AND ROOF, AND 12"x48" AT WALLS.
2" MIN
OTHERWISE
(CHANNEL & HSS SIM)
A
OPENING TO 4'-0" SQUARE
TYPICAL STEEL BEAM/COLUMN NAILERS
3/4" = 1'-0"
FRAME OPNG PER
IF SCHEDULE IS MODIFIED, UPDATE THE SCHEDULE IN THE PROJECT FILE.
A-
STRAP PER
OPNG
A
-
PEN TO CONT
FRMG FOR 2
TIMES 'L'
TIE STRAP SCHEDULE
STRAP
CASE 1
(See Notes #1 & #2)
CASE 2
EL
RL
MIN. END
LENGTH
(EL)
A
CS16
(10) 10d
10d @ 4"oc
STGR
FILL ALL NAIL
HOLES
10d @ 4"oc
STGR
12"
B
CS14
(13) 10d
10d @ 4"oc
STGR
FILL ALL NAIL
HOLES
10d @ 4"oc
STGR
16"
C
CMSTC16
(25) 10d
10d @ 3"oc
STGR
FILL ALL NAIL
HOLES
10d @ 3"oc
STGR
24"
(33) 10d
10d @ 3Ï"oc
STGR
FILL ALL NAIL
HOLES
10d @ 3Ï"oc
STGR
32"
(43) 10d
10d @ 3Ï"oc
STGR
FILL ALL NAIL
HOLES
10d @ 3Ï"oc
STGR
48"
D
E
CMST14
CMST12
1. CASE 1 APPLIES UNLESS END LENGTH (EL) IS NOTED ON PLANS. WHERE END
LENGTH (EL) IS NOTED, SEE CASE 2.
CUT LENGTH
EQ
CUT LENGTH
EQ
CASE 1
END LENGTH (EL)
REMAINDER LENGTH (RL)
OPNG
< 4'-0"
'L'
B
CLOSELY SPACED OPENINGS BETWEEN FRAMING
2x6 W/ A35 EE (USE 4x W/
HGRS AT MECH EQUIP
ATTACHMENT)
ROOF PEN
AROUND OPNG
2x6 W/ A35 EE
(USE 4x W/ HGRS
AT MECH EQUIP
ATTACHMENT)
24" MAX
3. LOCATE STRAPS OVER PLYWOOD AND BLOCK UNDER STRAP W/ FLAT 2x6
WHERE NO FRAMING OCCURS, UNO.
PLAN
C
4. SEE PLANS FOR STRAP LENGTHS, LOCATIONS AND DETAILS, UNO.
TIE STRAP SCHEDULE
3/4" = 1'-0"
ENGINEER
NOTE:
SIMPSON ICC REPORT VALUES BASED ON CALCULATIONS WITH GRADE 50 STEEL.
NDS NAIL CAPACITY AT 14 & 16 GAUGE MATERIAL IS GOVERNED BY MODE III WHICH USES GRADE 33 STEEL.
NUMBER OF NAILS REQUIRED PER SIMPSON NOT NDS IS CORRECT.
2
ROOF OR FLOOR JST DO
NOT CUT
2x6 W/ A35 EE (USE
4x W/ HGRS AT MECH
EQUIPMENT
ATTACHMENT)
CASE 2
2. AS REQUIRED, PROVIDE CLOSER NAIL SPACING TO MEET MINIMUM NAILING
EACH SIDE OF .
5
OPNG
24" MAX
MARK
MAX. NAIL SPACING
MIN.
NAILING
ES OF
TYPICAL WOOD DETAILS
A
WALL PEN
A
1 1/2" = 1'-0"
SEE
W/2
3/8" AT 2x FRAMING
3/4" AT 3x FRAMING
PDP @ 24"oc
SHIM AS REQD
L
4'-0" MAX
DBL FRMG MEMBERS
ES OF OPNG WHERE
FRMG IS
INTERRUPTED UNO
SHEET TITLE:
2x ES W/ Ñ"ø
THREADED STUD BOLT
@ 32"oc, TYP UNO PROVIDE 3x ES W/
Ñ"ø THREADED STUD
BOLT @ 24"oc AT WALL
PEN LESS THAN 6"oc
Ê
PERMIT SET
HSS COLUMN PER PLAN
AT 3x MEMBER
SHEATHING NAILING
4x ES W/ Ñ"ø
THREADED STUD
BOLT @ 24"oc, TYP
UNO - PROVIDE Ñ"ø
THREADED STUD
BOLT @ 12"oc AT WALL
PEN LESS THAN 4"oc
W/2
MB MAY BE USED IN
LIEU OF THREADED
STUD BOLT
G
NOTE: PROVIDE
BOLTS 4Ï" MIN &
12" MAX FROM EE
OF ALL NAILERS
TYP
3/4" = 1'-0"
WALL SHTG ES
AS OCCURS
(3"oc OR LESS SPACING AT FLOOR OR ROOF)
(4"oc OR LESS SPACING AT SHEARWALL)
7
1
3/4" = 1'-0"
OWNER:
TYPICAL BEAM IN AND THRU STUD WALL
HOLES AND NOTCHES IN WOOD STUDS,
JOISTS, BEAMS AND PLATES
CUT TO BEAR
NOTE: DO NOT NOTCH OR DRILL
STUDS AND JOISTS WITHIN
D' OR D OF KNOTS IN WOOD
D'
POST TO MATCH BM WIDTH
AND WALL THICKNESS TYP
PLAN VIEW AT CLOSE NAIL SPACING
É" GAP
D'/3
MAX
ADDRESS:
BM PER PLAN
415.243.4091 | zfa.com
D = DEPTH OF JOIST OR BEAM
D' = STUD OR PLATE WIDTH
L = CLEAR SPAN
TYP STUD ES
A35 ES
¢ MEMBER
AND HOLE
PROJECT TITLE:
TYP DBL TOP PLATES
3/8"
1/2"
AT 4x MEMBER
END
4'-0" MIN FROM
HOLE TO TOP £
SPLICE
O
PE
NI
N
1/2"
3/4"
ST2122 - CENTER
ON HOLES AND ON
DOUBLE £
16d @ 12"oc ES
POST TO MATCH BM
WIDTH AND WALL
THICKNESS TYP
INTERIOR
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
D/5 &
2" MAX
EPC
PANEL JOINT
A R C H I T E C T S
BEAM
TYP STUDS
RIM
JOIST OR BEAM
D/4
MAX
D
LAP STUDS TO BM
(4) 16d TO BM
JST OR BM
NAIL SPACING
D MIN
A35
A35
3
3/4" = 1'-0"
3D MAX
D MIN
'W'
NAILING SCHEDULE
L/3 MIN
L/2 MAX
D/4
(2) 10d
(2) 10d
(2) 10d
OR (2) 16d
(2) 8d
(2) 16d
16d @ 16"oc
BRIDGING TO JOIST, TOE NAIL EACH END
2" SUBFLOOR TO JOIST OR GIRDER, BLIND & FACE NAIL
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
SOLE PLATE TO JOIST OR BLOCKING AT
BRACED WALL PANELS
(3) 16d @ 16"oc
TOP PLATE TO STUD, END NAIL
(2) 16d
STUD TO SOLE PLATE, TOE NAIL
(4) 8d
DOUBLE STUDS AT EXTERIOR WALLS, FACE NAIL
16d @ 12"oc
DOUBLE STUDS, FACE NAIL
16d @ 24"oc
DOUBLE TOP PLATES, FACE NAIL
16d @ 12"oc
TOP PLATES, LAPS & INTERSECTIONS, FACE NAIL
(3) 16d
CONTINUOUS HEADER, TWO PIECES
16d @ 16"oc
ALONG EACH EDGE
DOUBLE TOP PLATE LAP AT CORNER
(3) 16d
CONTINUOUS HEADER TO STUD, TOE NAIL
(4) 8d
CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL
(3) 16d
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
(3) 16d
BUILT-UP CORNER STUDS
16d @ 12"oc
RIBBONS TO STUDS:
ONE (1) INCH RIBBONS
(3) 8d
TWO (2) INCH RIBBONS
(3) 16d
CEILING STRIPPING (2x MIN)
16d AT 45 SLANT,
16d AT 90° TO SUPPORTS
6
LTP4
DBL TOP £
2" MIN
(3) 16d
(1) 16d
D/6
MAX
TOP £ SPLICE
STRAP PER
SCHEDULE
(2) 10d
D' MIN
RIM JOIST TO TOP £, TOE NAIL
TRUSSES, JOISTS OR RAFTERS AT ALL BEARING POINTS
TOE NAILS EACH SIDE
TRUSSES, JOISTS OR RAFTERS TO SIDE OF STUDS
EIGHT (8) INCH JOISTS OR LESS
FOR EACH ADDITIONAL 4 INCHES OF DEPTH OF JOIST
BLOCKING BETWEEN JOISTS OR RAFTERS:
TO JOIST OR RAFTERS - TOE NAILS EA SIDE, EA END
TO JOIST OR RAFTER BEARINGS - TOE NAILS EA SIDE
BLOCKING BETWEEN STUDS, EACH END TOE NAILS
LOCATE OPNG BETWEEN
FRMG, NO ADDL OPNGS
WITHIN 4'-0" ALL AROUND,
WHEN CLOSER OPNGS
OCCUR SEE
ISOLATED OPENING BETWEEN FRAMING UP TO 24"
B
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
OPENING IN DIAPHRAGM
3/4" = 1'-0"
DWG NO:
S1.2
SHEET
#10 SMS @ 6"oc, TYP
54 MILS x 2"x4" £ W/
(4) #8 SMS @ 24"oc
ES EXTEND £ & ADD
(2) #8 SMS EA STUD
AT MULTIPLE STUD
CONNECTION
É
(2) PDP @ 16"oc, (2) ES AT
JAMBS OR OPTIONAL WELD
3"
1Ï-16
TYP
1-12
OR
1Ï-18
INTERUPT TRACK
TO PASS JAMB CLIPS
VERTI CLIP SL600 JAMB CLIP
AT OPENINGS OVER 6'-0"
WIDE, PROVIDE CLIP ES AT
OPENINGS OVER 9'-0" WIDE,
SHOOT TO STEEL BM W/ (4)
PDP TYP
8
SEE
OTHERWISE
S1.3
__________
58-05-24
B
STUD
STUDS
£ 2"x4"x54 MIL W/ (4)
#8 SMS @ 24"oc ES
TRACK
#8 SMS @ 6"oc
(TYP 4 PLACES)
ALTERNATE CONNECTION
(PLAN VIEW)
HEADERS
B
A R C H I T E C T S
SEE
8
S7.2
b Ä 10'-0"
SEE
3A
S1.3
b Ä 16'-0"
SEE
3B
S1.3
800S162-68
19'-0"
16"oc
1000S162-43 (ABV)
19'-0"
16"oc
600S162-43
12'-0"
16"oc
AT TOWER:
(2) 800S162-54 STUDS AND
(2) 600T150-54 TRACKS
AT FACADE:
(2) 800S162-54 STUDS AND
(2) 1000T150-54 TRACKS
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
EXTERIOR HEADERS
EXTERIOR SILLS
WELDED CONNECTION
(PLAN VIEW)
A
TRACK T&B
RIM
REFERENCE
DETAIL
AT TOWER:
HEADERS
A
MAX
MAX
SPAN/LENGTH SPACING UNO
MINIMUM MEMBER SIZE
AT FACADE:
#8 SMS @ 6"oc
(TYP 4 PLACES)
C
OPTION
2 WELDS ES JAMB
LOCATION
EXTERIOR STUDS
TRACK THICKNESS TO
MATCH JAMB STUDS
(4" MAX DEPTH)
DEFLECTION
TRACK
1
__________
NOTE:
SEE SCHEDULE S1.3
FOR REQD TRACK
AND STUD SIZES.
STUDS
JAMB STUDS
PER SCHEDULE
BM PER PLAN
LIGHT GAUGE FRAMING SCHEDULE
TRACK T&B
EXTERIOR JAMBS
SILLS
C
600S162-43 STUD AND
600T150-43 TRACK
b Ä 8'-0"
(2) 800S162-68
19'-0"
(2) 600S162-97
12'-0"
SEE
3C
S1.3
SEE
6
S1.3
SEE
3
S1.3
b Ä 15'-0"
b Ä 8'-0"
415.243.4091 | zfa.com
AT TOWER:
1ENGINEER
1/2" = 1'-0"
NOTE:
A35 W/ #6 WS
TO SHTG
3/4" GAP
1Ï"
PERPENDICULAR TO JOISTS
É
54 MILS MIN SLOTTED SLIP
TRACK W/ ALLOWANCE FOR Ó"
DEFLECTION. INSTALL PER MFR
& ICC ES REPORT
É
1
3B
S1.3
T&B
SILL PER
SCHEDULE
b Ä 12'-0"
SEE
3
S1.3
INTERIOR SILLS
600S162-43 STUD AND
600T150-43 TRACK
b Ä 12'-0"
SEE
3
S1.3
INTERIOR JAMBS
(2) 600S162-43
16'-0"
SEE
6
S1.3
1.
2.
CUT & BEND
AS SHOWN T&B
3.
4.
B
A
WELDED CONNECTION
B
5.
6.
7.
ALTERNATE CONNECTION
(2) 16d EE
54 MILS DEFLECTION
TRACK PER 7
S1.3
(2) 600S162-43 STUDS AND
(2) 600T150-43 TRACKS
#8 SMS
ES TYP
STUDS PER ELEV OR DETAILS
(INTERIOR WALLS ONLY)
2x BLKG @ 24"oc
W/ A35 EE
INTERIOR HEADERS
(3) #8 SMS TYP
ES T&B
STUDS PER ELEV OR DETAILS
OPTION A
NOTES FOR ALL OPTIONS:
1. WALL COVERING SHALL
NOT SCREW TO TOP
TRACK.
2. WHERE SHTG DOES NOT
EXTEND TO STRUCTURE/
1 58-00-02
TOP OF WALL, PROVIDE __________
S1.4
STRAP AND BLKG PER
AT UNSHEATHED FACE AT
4'-0"oc MAX.
OPTION
8.
NON-BEARING WALL DEFLECTION TRACK AT TOP
7
TYPICAL SILL CONNECTION
4
1" = 1'-0"
1
1" =ENGINEER
1'-0" NOTE:
ENGINEER NOTE:
MODIFY SLIPTRACK, DEFLECTION TRACK ETC AS DESIRED
MUST USE THIS IN CONJUNCTION OF OTHER DETAILS SHOWING
CONNECTION OF TOP TRACK TO STRUCTURE
MUST PROVIDE CALC FOR OUT OF PLANE LOADS AT TOP TRACK
#12x2" WS EA BLK
16"oc
JAMB STUDS PER SCHEDULE
__________
1" MIN
16'-0"
b Ä 12'-0"
TYPICAL TRACK TO BE SAME GAUGE AS STUD OR 43 MILS MIN, UNO. FLANGE TO BE 1Ï" MIN.
AT EXTERIOR WALL WITH BUMPOUT BOTH MAIN WALL & FURRING WALL ARE EXTERIOR
STUDS. PROVIDE BRIDGING @ 4'-0"oc MAX PER 1/S1.4 AT BOTH WALLS.
A WALL WITH ANY PORTION HAVING EXTERIOR EXPOSURE SHALL BE FRAMED ENTIRELY AS
AN EXTERIOR WALL.
MULTIPLE ADJACENT WINDOWS TO EACH HAVE INDIVIDUAL HEADERS AND FULL JAMB STUDS
BETWEEN WINDOWS.
TYPICAL WALL BRIDGING/BLOCKING PER 1/S1.4 .
TYPICAL STUD/JOIST TO TRACK PER 2/S1.4.
COORDINATE STUD DEPTH W/ ARCH DRAWINGS. INCREASE MIN HDR, SILL OR JAMB MEMBER
DEPTHS AS REQD TO MATCH ACTUAL WALL STUD DEPTH.
"b" INDICATES OPENING WIDTH PER 2/S1.3.
SCHEDULE - LIGHT GAUGE METAL FRAMING, UNO
3/4" = 1'-0"
REMOVE FLAT £ FROM B AT EXTERIOR APPLICATIONS.
PARALLEL TO JOISTS
TOP OF METAL STUD WALL AT EXISTING WOOD JOISTS
1" MAX
3/4" = 1'-0"
OPTION
1-24
É
STL BM PER PLAN
DEFLECTION
7 TRACK PER __________
S1.3
PROJECT TITLE:
BEND AT
TRACK WEB
58-00-06
(2) PDP @ 16"oc
OR OPTIONAL WELD
A
54 MILS £ 3" x HEADER HT ES
W/ (3) #8 SMS TO JAMB & HDR
(OMIT AT TRACK & FLAT STUD
HEADER)
WALL AT BEAM
4"
MAX
2"xÑ"x54 MILS COLD
ROLLED @ 16"oc OR
L1Ï"x1Ï"x TRACK GAUGE
OR 54 MILS MIN x (STUD WIDTH Ï") W/ (3) #8 SMS EA LEG T&B
STL BM PER PLAN
DBL ATTACHMENTS AT ROOF
OR FLOOR AT JAMB
2"
1Ï"
x 54
1Ï"
MILS
Z @ 16"oc W/ (2) PDP
B
É
DEFLECTION
7 TRACK PER __________
S1.3
B
ALTERNATE SCREWED CONNECTION
(2) #10 SMS
58-00-36
CUT FLANGE ES & EXTEND
WEB TO OVERLAP W/ JAMB
W/ (3) #8 SMS ES
WALL OFFSET AT BEAM
FIREPROOFING, SAD
HEADER PER
SCHEDULE
DEFLECTION
TRACK PER __________
7
S1.3
É
4
5
S1.3
58-00-24
58-01-20
STUDS, JAMBS, &
MULLIONS PER
SCHED__________
1
S1.3
__________
TYP ES
(T&B AT É
1
TRACK & FLAT
STUD HDR)
58-00-00
"b"
STL BM PER PLAN
x 54
1Ï"
MILS
Z @ 16"oc W/ (2) PDP
3A
S1.3
__________
2 WELDS
É
ES TYP
TRACK
PER __________
1
58-01-01A S1.3
2-10
(3) #8 SMS TYP
(2) #10 SMS
ATTACHMENT OF NON-BEARING STUDS TO STEEL BEAM
É
CUT & BEND TRACK
AS SHOWN
TRIMMER WHERE OCCURS
58-00-06
WALL AT BEAM WITH FIREPROOFING
1" = 1'-0"
6
S1.3
#8 SMS TO EA
STUD TYP
3
AT SILL
S1.3
__________
1Ï"
8
58-01-04
4
JAMB STUDS PER SCHEDULE
58-00-06
2"xÑ"x54 MILS COLD
ROLLED @ 16"oc OR
C
3
AT HDR
S1.3
__________ 58-01-20
2"
10
PERMIT SET
TYPICAL METAL STUD ELEVATION
AND CONNECTION DETAILS
#12x2" WS EA JST
600S162-43
SHEET TITLE:
"T200" TRACK TO MATCH SIZE &
THICKNESS OF TYP STUDS,
UNO W/ #8 SMS ES TO EA STUD
OR JAMB PIECE IN BOTTOM Ï"
OF TRACK
INTERIOR STUDS
(E) JST
54 MILS DEFLECTION
TRACK PER 7
S1.3
AT FACADE:
1000T150-68 TRACK
OWNER:
10
S1.3
(E) JST
1" 1/2"
PARAPET SILLS
TOP TRACK "T150" TO MATCH
STUDS, 54 MILS MIN AT INTERIOR
STUDS, 68 MILS MIN AT
EXTERIOR STUDS, UNO. NO
ATTACHMENT TO TRACK BLW
3/4" GAP
ATTACHMENT TO
STRUCTURE PER
#12x2" WS
EA JST
BENT 68 MILS
DEFLECTION
TRACK - SNUG
FIT TO WALL
TRACK
1 1/2" = 1'-0"
1. ONLY USE ALTERNATE B AT INTERIOR LIGHTLY LOADED CONDITIONS.
2. OPTION C IS PER 2010 OSHPD STANDARD PARTITION WALL DETAIL PACKAGE.
600S162-43 STUD
AND 600T150-43 TRACK
ENGINEER TO CHECK BEAM'S BOTTOM FLANGE STABILITY
TYPICAL NON-BEARING HEADER AND SILLS
3
ADDRESS:
1" = 1'-0"
TYPICAL MULTIPLE STUD CONNECTION
6
ATTACHMENT OF JAMB STUDS TO STEEL BEAM
9
A
5
SCREWED CONNECTION
TYPICAL HEADER CONNECTION
1" = 1'-0"
TYP T&B
58-01-04
58-01-20
NOTE #1
SEE 7
58-00-12
S1.1
FOR CONN
TO CONC
C
WELDED CONNECTION
NO DESCRIPTION
1
BRIDGING PER __________
S1.4
58-00-02
4
S1.3
9
S1.4
58-00-23
58-01-20
58-01-23B
58-01-24
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
2
NON-BEARING WALL (OPENING AS OCCURS)
1" = 1'-0"
S1.3
SHEET
¢ HSS,
BASE £ & AB
A R C H I T E C T S
1 1/2"
1/2"
1 1/2"
Ñ"ø x 6" SCREW
ANCHOR PER
11
UNO
S1.1
1 1/2"
MAX
1 1/2"
AT CORNER
30-01-03
EQ EQ
MIN
BEAM PER PLAN
(1) #8 SMS AT EA
INTERMEDIATE STUD
BLOCKING:
PIECE OF TRACK OR
STUD SAME GAUGE AS
STUD W/ WEB BENT
AND ATTACHED TO
STUDS W/ (2) #8 SMS
TO EA FLANGE
¢
1/2"
1 1/2"
1 1/2"
Í" £
RIM
¢
1/2"
TYP
33 MILS x 2" CONT STRAP OR
1Ï" CHANNEL WHERE NO
SHTG OCCURS.
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
(4) #8 SMS
PER BLK
B
WINDOW
WINDOW
ABOVE
A
#12 SMS ES
EA VERT
CONT TRACK
(68 MILS MIN)
162S125-33 MIN STUDS
@ 16"oc AT BEAM
DEPTH Å 14" AS REQD
FOR FINISH ATTACHMENT,
BOTH SIDES AS OCCURS
#8 SMS TYP
BLOCKING TO OCCUR AT EA END OF WALL OR ADJACENT
TO EACH OPENING AND AT 8'-0"oc HORIZ MAX BETWEEN
415.243.4091 | zfa.com
(4) #8 SMS PER BLK
GYP BD ATTACHED PER IBC (NO STRP REQD AT GYP BD)
MTL STUD
WALL BACKING PLATE
3
NOTE: COORDINATE W/ EXPANSION JOINT LOCATION IN FINISHES.
1ENGINEER
1/2" = 1'-0"
1"ENGINEER
= 1'-0" NOTE:
WALL BLOCKING FOR LIGHT LOADS.
BOTH SIDES TYP EA STUD
SEE OPTIONAL ATTACHMENTS BLW
É
PERMIT SET
1Ï"x 54 MILS CHANNEL
A
ENGR: PROVIDE
ANCHORAGE
TO FOUNDATION TO
RESIST OVERTURNING
OF THE WALL
FOR INFORMATION
58-00-12
NOT NOTED SEE 7
S1.1
L2x2x97 MILS x 3"
HORIZONTAL BRACING
6
S1.3
__________
JAMB STUDS
PER SCHED
(3) #8 SMS
Í"ø x 4" SCREW
AB PER 11
TRACK S1.1
#8 SMS
EA SIDE
TYPICAL SECTION AT PARTIAL HEIGHT WALL
1Ï"x1Ï" x 54 MILS
CLIP ANGLE Ë"
LESS THAN STUD
WIDTH W/ (4) #8 SMS
#8 SMS ES
TRACK
1" ENGINEER
= 1'-0" NOTE: PROVIDE CALCS FOR ANCHORAGE AND BASE £.
4"
FOR INFORMATION
2
S1.3
PDP
"
Ï
2 1/2"
"
Ï
2 1/2"
B
AT DOOR > 4'-0" WIDE
C
PUNCH-OUT
TAB BENT
DOWN W/ (2)
#8 SMS
"
Ï
PDP ES JAMB
TYPICAL
É
(2) STUDS PER SCHED
L2x2x12ga x 6"
6
S1.3
__________
L2x2x12ga x 3" CLIP ES
#8 SMS
EA SIDE
(4) #8 SMS
6
S1.3
__________
(3) #8 SMS
TRACK
4"
A
9
OPENINGS
B
AT DOORS
A
4
1" = 1'-0"
EDGE OF
WALL AS
OCCURS
TRACK OR STUD W/ PDP @
16"oc OR ALTERNATE WELD
HSS
É
FOR INFORMATION
NOT NOTED SEE 1
S1.3
AT DOOR < 4'-0" WIDE
58-01-12
58-01-02
INTERIOR BOXED STUD BASE
1
ENGINEER
1" = 1'-0"NOTE:
1. USE FOR DSA.
2. NEED TO PROVIDE PDP COUNT.
1-16
TYP, ALTERNATE
d
d
a = 0.7d MAX
BOX HEADER CONN TO STEEL FRAMING
TYP TRACK
STUD OR TRACK
2" LARGER THAN
WALL STUDS TYP
#12 SMS @ 1Ï"oc
(3) MIN AT 6" HDR
(4) MIN AT 8" HDR
(6) #12 SELF DRILLING
SCREWS TO STL COL TYP
TYP STUD
OR TRACK
7
a
SMOOTH CUT, r = a/2
É
BOTH
Ó SIDES
IF PUNCH-OUT OCCURS
AT RUNNER - PROVIDE
1"x1Ï" END STIFFENER
TO MATCH STUD GAUGE
BOTH
SIDES
4" MAX
Ó
WELD ATTACHMENT
2.67a MAX OR 6"
WHICHEVER IS
SMALLER
STUD SPAN/3 MIN
ACTUAL SHAPE
OF PUNCHOUT
MAY VARY; NOT TO
EXCEED MAXIMUM
DIMENSIONS
TYP STUD
10" MIN
#8 SMS AT 32"oc
STUDS TO STUD
MTL STUD BOX BM
A
d/2 OR 2" MAX
WHICHEVER IS
SMALLER
TYP TRACK
54 MILS ANGLE 3"x3"x4" LONG
W/ (4) #12 SMS TO BOX BM
AND (3) #12 SELF DRILLING
SCREWS TO STL COL TYP
MTL STUD BOX
BM WHERE
OCCURS
24" oc MIN
TYP STUD
OR TRACK
TYP STUD
W OR HSS COL PER PLAN
1" = 1'-0"
AT CONC WALL
#8 SMS AT 32"oc
STUDS TO STUD
1
WALL BRIDGING/BLOCKING
10
"
PU MIN
N C TO
HOU FIRS
TT T
YP
PDP @ 16"oc
AT HSS COL OR BRACE
1" = 1'-0"
NOTES:
1. BRIDGING MAY BE PER OPTION 1 OR 2.
2. PROVIDE BRIDGING @ 4'-0"oc.
3. BRIDGING IS NOT REQUIRED WHERE PROPERLY ATTACHED SHEATHING
OCCURS ON BOTH SIDES OF STUDS.
4. THE MAX STUD DEPTH FOR OPTION 1 IS 8" MAX.
5. PROVIDE BLOCKING PER OPTION 2 AT LOCATIONS INDICATED ON DRAWINGS
OR OTHER DETAILS
PDP
3" MIN
TO EDGE
OF WALL
10
OPTIONAL ATTACHMENT B
USE AT ALL DOORS TYP
EXTERIOR BOXED STUD BASE
MTL STUD
TRACK, MATCH
THICKNESS OF BOX
BM 54 MILS MIN
É
OPTION 1
TRACK
(2) Ï"ø SCREW
ANCHORS, (1) ES
ALT CONN
OPTIONAL ATTACHMENT A
#8 SMS ES
(2) Ï"ø SCREW
ANCHOR @ 3"
#8 SMS
EA SIDE
TRACK
JAMB STUD
PER SCHED
Ó
ALT CONN
TO SIDE
Ó OF TAB
PROJECT TITLE:
8
JAMB STUDS
PER SCHED
6
S1.3
__________
#8 SMS ES
(2) #8 SMS
10
"
PU MIN
N C TO
HOU FIRS
TT T
YP
REPAIR AT PUNCH-OUT
TYPICAL STUD/TRACK PUNCHOUT
TYPICAL CORNERS AND INTERSECTIONS
1"ENGINEER
= 1'-0" NOTE:
1. PDP PER LIGHT METAL FRAMING NOTES.
2. PROVIDE DETAIL (54-08-02) SHOWING DO NOT CONNECT AREAS AT SMF AND SCBF.
SPECIAL STUD PUNCHOUT
USE ONLY IF REQUIRED; USE ONLY AT NONBEARING WALLS UNDER 15'-0" TALL
5
TYPICAL STUD PUNCHOUT
USE ONLY WHEN NECESSARY MAINLY FOR CA.
1" =CALCS.
1'-0"FOR SPECIAL PUNCHOUT
NEED
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
REVISIONS
#8 SMS ES
FOR INFORMATION
NOT NOTED SEE 1
S1.3
TYPICAL METAL STUD SOFFIT &
Ê
INFILL AT STEEL BEAM
SHEET TITLE:
6
TOP OF SLAB
OWNER:
.
OPTION 2
TRACK CONT
CUT TO ALLOW
HSS TO PASS
B
24"
INCREASE STUD
WIDTH AS REQD
#3
PDP @ 24"oc TYP
TRACK TO STL BEAM
ADDRESS:
HSS4x4xË
@ 6'-0"oc MAX
UNO ON PLAN
OR ELEVATION
600T150-43 TRACK OR 600S162-43
STUD W/ (2) #8 SMS AT EA STUD
NOTCH FLANGES OF TRACK AT
EACH STUD
STUD (68 MILS
MIN) ES W/ (4)
#12 SMS TO HSS
NOTE:
STUDS TO HAVE FULL
BEARING ON TRACK TYP
SCREW ATTACHMENT
2
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
STUD OR JOIST TO TRACK
1" = 1'-0"
METAL STUD DETAILS TO BE UPDATED ONCE FAMILIES ARE CREATED FOR REVIT. 01/04/2010
DWG NO:
S1.4
SHEET
RIM
A R C H I T E C T S
FOUNDATION PLAN NOTES:
1.
REFER TO SHEETS S0.1, S0.2, S1.1, S1.2, S1.3, S1.4
AND S4.1 FOR STANDARD NOTES AND DETAILS.
2.
LEGEND:
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
INDICATES CONCRETE WALL.
INDICATES METAL STUD WALL.
INDICATES (E) FRAMING.
,
INDICATES HSS COLUMN.
415.243.4091 | zfa.com
INDICATES WF COLUMN.
DS
INDICATES DEPRESSED SLAB, SAD AND
SPD FOR COMPLETE LOCATIONS, DEPTH
AND SLOPE INFORMATION.
INDICATES (E) FOUNDATION OR PAD.
17
INDICATES FOUNDATION OR PAD.
88
INDICATES GRIDLINE AT FOS.
88
INDICATES GRIDLINE AT ¢ OF COLUMN.
INDICATES SLAB STEP, SAD.
HSS8x8xÑ
1
G
5
S4.1
__________
W4
2
S4.2
HSS12x8xÌ
5" TOPPING SLAB W/ #4@18" EW AT
MID DEPTH O/ 4" GRAVEL O/ 18"
CONC MAT SLAB W/ #5 @ 10"oc EW 1
AT TOP AND BOT
8
__________
TYP
S4.1
1'-0"
18
1
18" THICK FTG
6x6
1
S4.1
2'-4"
W3
HSS12x8xÌ
(E) W12x26 COLUMN
TO BE REMOVED
2
S4.1
6
S4.1
1 OH
S4.2 SIM
W18x106
3
S4.1
5.
ALL BUILDING ELEMENTS ARE NEW UNLESS PREFIXED
WITH (E)
6.
SEE DETAILS FOR CURB LOCATIONS. COORDINATE
WITH ARCHITECTURAL DRAWINGS PRIOR TO
CONSTRUCTION. NOTIFY ARCHITECT/ENGINEER OF
ANY DISCREPANCIES.
7.
PLUMBING AND ELECTRICAL CONDUIT AND GROUND
STRAP SHALL NOT BE LAID WITHIN FOUNDATIONS. ALL
PLUMBING AND CONDUITS THROUGH FOUNDATIONS
SHALL BE PER STANDARD DETAILS. NO UTILITY PIPES
OR CONDUITS SHALL BE LOCATED THRU COLUMN
FOOTINGS OR FRAME FOOTINGS. NO PIPES OR
CONDUITS THRU SILL PLATES SHALL BE WITHIN 12" OF
HOLDOWN BOLTS. NO MECHANICAL, ELECTRICAL, OR
PLUMBING OPENINGS SHALL BE LOCATED IN SHEAR
WALLS UNLESS SHOWN AND DETAILED ON THE
STRUCTURAL DRAWINGS. NO VERTICAL OR
HORIZONTAL PIPES OR CONDUITS SHALL BE LOCATED
THROUGH STEEL FRAMES, STEEL COLUMNS, OR
STEEL BASE PLATES. PROVIDE FURRING AND/OR
THICKENED CONCRETE WHERE REQUIRED TO CLEAR
UTILITY SYSTEMS. NOTIFY STRUCTURAL
ENGINEER/ARCHITECT PRIOR TO ANY INSTALLATION
NOT CONFORMING TO THESE DETAILS.
8.
ELEVATION OF THE TOP OF FINISHED SLAB = 0'-0", UNO
9.
SEISMIC GAPS WHERE NOTED ARE DIMENSIONED
CLEAR BETWEEN WALL FINISHES. THIS GAP TO BE
MAINTAINED ENTIRELY CLEAR TO ALLOW FOR
DIFFERENTIAL BUILDING MOVEMENT. NO PIPES,
CONDUITS, ETC SHALL BE LOCATED WITHIN THE GAP.
PROVIDE FLEXIBLE COUPLINGS AT ALL UTILITIES
CROSSING SEISMIC GAPS.
PORTION OF (E) CONC
SOG TO BE REMOVED
(E) FTG TO REMAIN
(E) W12x26
G4
__________
HSS12x8xÌ
3
S4.1
W18x106
__________
1
S4.2
HSS12x8xÌ
HSS12x8xÌ
HSS12x8xÌ
10'-3 7/8" VIF
1
S4.1
4"
W18x106
_8
S7 ______
.2
__
__
HSS12x8xÌ
1
S4.1
7 1/8"
VIF
4'-6"
VIF
W18x106
3" VIF
W2
DIMENSIONS RELATED TO EXISTING CONDITIONS
WHERE PROVIDED ARE FOR GENERAL REFERENCE
ONLY. CONTRACTOR TO VERIFY ALL EXISTING
CONDITIONS PRIOR TO CONSTRUCTION.
W1
(E) TS COL
TO BE REMOVED
3'-4 1/4"
VIF
G4.9
HSS12x8xÌ
2
S3.1
___________
7
S4.1
4
S4.1
G5
4"
1
___________
S3.1
18
X6
17b
HSS12x8xÌ
U
X
FOUNDATION PLAN
HSS8x8xÑ
4.
SHEET TITLE:
1
COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS PRIOR TO CONSTRUCTION. NOTIFY
ARCHITECT/ENGINEER OF ANY DISCREPANCIES.
6"
VIF
G3
1'-5"
VIF
SEISMIC GAP
ABOVE
F4
3.
1'-4"
V
DENOTES FRAME ELEVATION.
1
S3.1
(E) WOOD STUD WALL
PERMIT SET
OWNER:
19a 19
20
ADDRESS:
21
22
PROJECT TITLE:
22A
(E) TS COL
TO BE REMOVED
(E) 24" CONC
MAT FTG TO
REMAIN
1
19
18d 18c
18a
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
17a
REVISIONS
FOUNDATION PLAN
1/8" = 1'-0"
PLAN
NORTH
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S2.1
SHEET
W1
19
4x8 TYPICAL AT
PANEL JOINTS
DASHED LINE INDICATES
PANEL EDGE NAILING
(E) 2x8
3x8
E 10'-0"
(E) W14x22
RIM
18d 18c
A R C H I T E C T S
(E) W21x50
4x8 SB - TYP
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
(E) 2x8
(E) W14x22
3x8
W12x30
E 10'-0"
4'-4"
(E) 2x6 - TYP
2x6
W12x30
2x6
2x6
W12x30
FRAMING PLAN NOTES:
4
S6.1
REFER TO SHEETS S0.1, S0.2, S1.1, S1.2, S1.3, S1.4, S5.1,
S5.2, S7.1 AND S7.2 FOR STANDARD NOTES AND DETAILS.
2.
LEGEND:
(E) W14x22
5'-8"
É" TYP
G5
INDICATES â" STRUC-1 WOOD STRUCTURAL
PANEL SHEATHING W/ (3) ROWS 10d @ 2Ï" ALL
PANEL EDGES AND WHERE NOTED ON PLAN
3
S6.1
3'-0"
3'-0"
2
S3.1
88
INDICATES GRIDLINE AT FACE OF STUD
(FOS).
88
,
PLAN
NORTH
___________
2
1.
415.243.4091 | zfa.com
PARTIAL ENLARGED ROOF FRAMING PLAN
INDICATES NON-FRAME MOMENT
RESISTING CONNECTION.
3/8" = 1'-0"
INDICATES FRAME MOMENT RESISTING
CONNECTION.
SAD
HD19 TO STEEL BEAM - FIELD DRILL
HOLES AT CONTRACTORS OPTION
4x12
SHORE, REMOVE AND REPLACE (E)
FRAMING AS REQD TO INSTALL (N) BMS.
COORD/VERIFY CONFLICTS W/ (E) MEP
SYSTEMS
1
S3.1
(E) SOLID BLOCKING - TYP
G
8
S7
.
TY 2
P
6 SIM
S6.1
W10x68
(E) W12x26
W12x30
3'-0"
4x12 SB - ALIGN W/
WALL ABV - TYP
3'-0"
1
S6.1 (E) 2x6 @ 16"
6
S6.1
__________
5
S6.1
__________
W1
@
(E) 2x8
16"
3
S3.1
ABV
1
S3.1
BLW
G5
(E) 2x8 @ 16"
5.
WITH (E)
6.
MECHANICAL, ELECTRICAL AND PLUMBING
PENETRATIONS THROUGH WALLS, ROOFS OR
FLOORS SHALL BE PER 2/S1.2. UNLESS SHOWN AND
DETAILED ON THE STRUCTURAL PLANS. NOTIFY
ARCHITECT/ENGINEER PRIOR TO ANY INSTALLATION
7.
FIRE PROTECTION SYSTEM SUPPORTS TO BE
LOCATED TO MAINTAIN A MAXIMUM OF (2) 500 LB MAX
POINT LOADS WITH 15'-0" MINIMUM SEPARATION TO
ANY STEEL BEAM. NO SUPPORTS TO BE HUNG FROM
ROOF PLY.
8.
SAD FOR EDGE OF SLAB, FO WALL, ETC.
9.
SAD FOR TO SLAB OR TO STEEL ELEVATION.
10. EXISTING TO STEEL, TO FRAMING, ETC IS UNKNOWN
AND SHALL BE VERIFIED PRIOR TO ANY FABRICATION.
2
S3.1
___________
11. BEAM CENTERLINES TO ALIGN WITH COLUMN
CENTERLINES, UNO.
U
X
(E) CONC FILL OVER
METAL DECK TO BE
REMOVED
12. BEAMS TO BE EQUALLY SPACED IN EACH BAY, UNO.
H1
13. CONDUIT OR PLUMBING NOT ALLOWED WITHIN CONC
FILL ON METAL DECK.
(E) TS COLS &
BRACES TO BE
REMOVED
19
(E) W14x22
X6
W21x62
4.
G4
W10x68
___________
G3.5
INDICATES TIE STRAP. SEE SCHEDULE FOR
STRAP, NAILING AND LENGTH
(E) W14x22
(E) W14x22
___________
__________
(E) TS BMS TO BE
REMOVED, TYP
4'-6"
0"
PERMIT SET
3.
(E) W12x26
2
S2.2
(E) W1
4x22
(E) W16x26
W27x94
W12x30
4
S3.1
___________
W12x30
16"
2
W2
__
__
__
_
2x12 @ 16"
MAX - TYP
__________
C 20'-0"
B
7
S7.1
W21x62
16"
4x12
__________
(E) W12x26
(E) W14x22
__
__
8
S5.2
__________
6
2x2
W1
(E)
1
S6.1
__________
W8x31
(E) W14x22
2
x2
14
W
(E) 2
x8 @
(E) 2x8
@
(E) 2x8
@
)
(E
C 20'-0"
(E) W21x50
16"
W10x68
(E) W14x22
(E
)W
14
x2
9
S7.2
__________
4x12
4x12
E 10'-0"
W12x30
W10x68
(E) W18x40
C 20'-0"
W27x94
C 20'-0"
__________
W3
C 20'-0"
(E) W16x31
16"
1
S6.1
(E) 2x1
4@
TYP U 16"
NO
8@
(E) 2x
2
14x2
(E) W
2
S6.1
(E) W14x22
W4
?
INDICATES BEAMS SIZE, () NUMBER OF
WELDED STUDS AND UPWARD CAMBER.
PROVIDE STUDS @ 24"OC MAX SPACING AT
ALL BEAMS SUPPORTING CONC FILL OVER
METAL DECK, UNO. ADD STUDS AS
REQUIRED. (NS) INDICATES NO STUDS.
WHERE NO CAMBER IS SPECIFIED
FABRICATE BEAM WITH NATURAL CAMBER
UP.
18d 18c
ROOF FRAMING PLAN
1
(E) CONC
WALL
1Ë"ø THREADED ROD
C 20'-0"
G3
W16x26 (12) C=1"
W4
4x8
INDICATES SFRS COLLECTOR CONNECTION,
PROVIDE DOUBLE ROW OF BOLTS AT
CONNECTION PER STANDARD DETAILS.
16
SHEET TITLE:
SEISMIC GAP
17
HD19 TO (E) CONCRETE WALL FIELD DRILL HOLES IN (E)
CONCRETE WALL - SCAN WALL
FOR REINF PRIOR TO DRILLING
(E) 6" WOOD STUD
WALL BELOW
V
17b
OWNER:
18
19a
ADDRESS:
20
21
PROJECT TITLE:
22
5'-0"
MIN
22A
18a
14. SEISMIC GAPS WHERE NOTED ARE DIMENSIONED
17a
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
REVISIONS
ROOF FRAMING PLAN
1/8" = 1'-0"
PLAN
NORTH
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S2.2
SHEET
RIM
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
FRAMING PLAN NOTES:
1.
REFER TO SHEETS S0.1, S0.2, S1.1, S1.2, S1.3, S1.4, S5.1,
S5.2, S7.1 AND S7.2 FOR STANDARD NOTES AND DETAILS.
2.
LEGEND:
88
INDICATES GRIDLINE AT FACE OF STUD
(FOS).
88
,
415.243.4091 | zfa.com
INDICATES NON-FRAME MOMENT
RESISTING CONNECTION.
17a
INDICATES FRAME MOMENT RESISTING
CONNECTION.
17
INDICATES SFRS COLLECTOR CONNECTION,
PROVIDE DOUBLE ROW OF BOLTS AT
CONNECTION PER STANDARD DETAILS.
W16x26 (12) C=1"
V
1
S3.1
F4
G
W4
?
G3
0"
PERMIT SET
INDICATES BEAMS SIZE, () NUMBER OF
WELDED STUDS AND UPWARD CAMBER.
PROVIDE STUDS @ 24"OC MAX SPACING AT
ALL BEAMS SUPPORTING CONC FILL OVER
METAL DECK, UNO. ADD STUDS AS
REQUIRED. (NS) INDICATES NO STUDS.
WHERE NO CAMBER IS SPECIFIED
FABRICATE BEAM WITH NATURAL CAMBER
UP.
INDICATES TIE STRAP. SEE SCHEDULE FOR
STRAP, NAILING AND LENGTH
17
16"x16"x8'-0" PLANTER
BOX SATURATED
WEIGHT = 670# MAX
TYPICAL (14) LOCATIONS
18
4.
5.
WITH (E)
6.
MECHANICAL, ELECTRICAL AND PLUMBING
PENETRATIONS THROUGH WALLS, ROOFS OR
FLOORS SHALL BE PER 2/S1.2. UNLESS SHOWN AND
DETAILED ON THE STRUCTURAL PLANS. NOTIFY
ARCHITECT/ENGINEER PRIOR TO ANY INSTALLATION
7.
FIRE PROTECTION SYSTEM SUPPORTS TO BE
LOCATED TO MAINTAIN A MAXIMUM OF (2) 500 LB MAX
POINT LOADS WITH 15'-0" MINIMUM SEPARATION TO
ANY STEEL BEAM. NO SUPPORTS TO BE HUNG FROM
ROOF PLY.
8.
SAD FOR EDGE OF SLAB, FO WALL, ETC.
9.
SAD FOR TO SLAB OR TO STEEL ELEVATION.
17b
G3.5
6
TYP
S7.1
3.
G3.5
W3
4
___________
S3.1
30"øx30" TALL PLANTER
SATURATED WEIGHT = 1160# MAX
TYPICAL (8) LOCATIONS - FOR
CONN SEE 5 TYP UNO
HSS8x8xÊ
S7.1
HSS10x8xÊ
OUTRIGGER - TYP
4'-9"
G4
10
S7.1
__________
1
HSS8x8xÊ TYP
18
3
S3.1
___________
17b
ABV
1
___________
BLW
S3.1
W2
TYP
1
1
S7.1
__________
W1
G5
2
S3.1
___________
3
TYP
S7.1
__________
PROJECT TITLE:
__________
18a
SHEET TITLE:
18d 18c
19a 19
OWNER:
20
21
ADDRESS:
22
22A
10. EXISTING TO STEEL, TO FRAMING, ETC IS UNKNOWN
AND SHALL BE VERIFIED PRIOR TO ANY FABRICATION.
U
11. BEAM CENTERLINES TO ALIGN WITH COLUMN
CENTERLINES, UNO.
12. BEAMS TO BE EQUALLY SPACED IN EACH BAY, UNO.
13. CONDUIT OR PLUMBING NOT ALLOWED WITHIN CONC
FILL ON METAL DECK.
19
1/8" = 1'-0"
18d 18c
18a
14. SEISMIC GAPS WHERE NOTED ARE DIMENSIONED
17a
PLAN
NORTH
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S2.3
SHEET
G3.5
18
G4
(N) TOWER ROOF TOS
53'-9"
W12x30
5
S5.3
17b
W12x30
5
S5.3
1
RIM
(N) TOWER ROOF TOS
53'-9"
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
3
S5.3
3
S5.3
1
6
S5.3
6
S5.3
TOWER TOP FLOOR
45'-0"
W12x30
4
S5.3
4
S5.3
TOWER TOP FLOOR
45'-0"
W12x30
19
18
18d
MAINTENANCE LEVEL
35'-6"
CAP £ - TYP
CONN
PER 10
S5.1
(E) W12x26
W27x94
SOUTH TOWER ELEVATION
3
1/4" = 1'-0"
18
EAST TOWER ELEVATION
2
1/4" = 1'-0"
17b
18
SMRF ELEVATION AT GRID G5
1
1/4" = 1'-0"
17b
18
SMRF ELEVATION AT GRID G4
1/4" = 1'-0"
17b
18
17b
1
1
S7.2
4x10 W/ BA
HGR EE
SAD
10" MAX TYP
2x8 RAFTER TYP
W12x30
TOWER ROOF FRAMING
1/4" = 1'-0"
EQ
4x10 W/ BA
HGR EE
2x4 @ 16" W/
LU HGR EE TYP
3
___________
S3.1
7
TOWER TOP FLOOR FRAMING PLAN
1/4" = 1'-0"
1
2x4 @ 16" W/
LU HGR EE TYP
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
G4
G4
L3x3xÊ - TYP AT
MIDPOINT OF BEAM
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
W12x30
13 TYP AT EA
S7.2 CORNER
13 TYP AT EA
S7.2 CORNER
PLAN
NORTH
8
TYP __________
4
S7.1
S3.1
___________
W12x30
2
S7.2
3
___________
S3.1
8
W12x30
11 TYP EA FACE
S7.2 SAD
___________
8
TYP __________
S7.1
4
S3.1
___________
__________
2x8 STRUCTURAL
FASCIA - TYP
1
W12x30
G3.5
W12x30
8
TYP __________
S7.1
4
S3.1
___________
L3x3xÊ - TYP
AT MIDPOINT
OF BEAM
L4x4xË - TYP
AROUND PERIMETER
W12x30
W8x13
L3x3xÊ - TYP
AT MIDPOINT
OF BEAM
G3.5
W12x30
(2) 2x8 HIP - TYP
W12x30
W12x30
4
S3.1
13
SIM
S7.2
W12x30
C8 TYP EA
CORNER PER
W12x30
G3.5
W12x30
3
S7.2
Pipe 4STD
___________
W12x30
G3.5
W12x30
W12x30
L4x4xË - TYP
AROUND PERIMETER
EQ
L4x4xË - TYP
AROUND PERIMETER
TYP AT EA 13
CORNER S7.2
3
___________
S3.1
PLAN
NORTH
6
TOWER MAINTENANCE LEVEL FRAMING PLAN
1/4" = 1'-0"
3
___________
S3.1
PLAN
NORTH
5
CLOCK TOWER ELEVATION AND
FRAMING PLANS
(E) ROOF
SHEET TITLE:
1
SIM __________
S4.2
W18x106
(E) ROOF
1
S4.2
__________
__________
4
4
S4.1
PERMIT SET
'd'
INDICATES
PROTECTED ZONE NO ATTACHMENTS TYP
__________
7
S4.1
__________
(E) W14x22
PROJECT TITLE:
7
S7.1
7
CONN PER S7.1
SIM
1
W21x62
TOF
VARIES
VIF
OWNER:
W18x106
HSS8x8xÊ
VIF
16'-0" MAX
INTERMEDIATE LEVEL
25'-7"
W12x30
7
CONN PER
SIM
S7.1
INDICATES
PROTECTED ZONE NO ATTACHMENTS TYP
1
'd'
W18x106
INTERMEDIATE LEVEL
25'-7"
W12x30
CONTINUITY
£ - TYP
(E) HSS
CONTINUITY
£ - TYP
W18x106
4
S5.3
4
S5.3
6
S5.3
(E) W12x26
S5.3
S5.3
S5.1
ADDRESS:
S5.1
WUF-W CONN
PER 1
WUF-W CONN
PER 1
(E) W12x26
CONN
PER 10
CONN
PER 10
1
1
'd'
W10x68
CAP £ - TYP
W21x62
6
S5.3
17a
W18x106
W12x30
17b
'd'
MAINTENANCE LEVEL
35'-6"
W12x30
4
S5.3
4
S5.3
W10x68
6
S5.3
6
S5.3
VIF
16'-0" MAX
W10x68
W10x68
415.243.4091 | zfa.com
INTERMEDIATE LEVEL
1/4" = 1'-0"
2015.03.31
13529
DDW
NJR
PLAN
NORTH
DWG NO:
S3.1
SHEET
SAD
16" MAX
18d
SLAB EXTENSION - SAD
9"
MIN
RIM
#5 ADHESIVE DOWEL @ 12"
OC DRILL & EPOXY WITH
SIMPSON AT-XP EPOXY
18c
PAVERS - SAD
3"
A R C H I T E C T S
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
9" MIN
VIF
6"
(E) CONC SLAB
2'-0"
(E) COLUMNS
(E) BLOCKOUT
(E) GRADE BEAM
1
WATERPROOFING - SAD
4" DRAIN ROCK
(E) W8x24 COLUMN
(E) GRADE BEAM
NATIVE SOIL
(E) BASE £ & ANCHORS
G4
EDGE OF SLAB EXTENSION
3/4" = 1'-0"
8 1/2"
VIF
3
1'-10"
HVY HEX NUT
SQ £ WASHER
BASE £
SAD
16" MAX
(E) EDGE OF
SLAB REMOVE AT
BLOCKOUT AS
NEEDED
EDGE OF SLAB
PERMIT SET
COLUMN PER PLAN
W/ BASE £ PER 4
3'-0"
Ë"x2Ï"SQ £ WASHER & HEAVY HEX NUT - TYP
DO NOT REUSE (E) NUTS AFTER REMOVAL
2 SIDES TYP
AT EA WASHER Ê
Ì
9 5/8"
(E) W12x26 COL & BASE £
(E) GRADE BEAM
Ï" MIN
TYP
COL PER PLAN - BASE PLATE MAY BE
OFFSET UP TO 3" TO ACCOUNT FOR
MISALIGNMENT OF (E) ANCHORS
G4.9
45°
PERMISSIBLE TO OMIT (1)
ANCHOR AS NEEDED - CUT
ANCHOR WITHIN 1" OF TOC
1Ó" MIN
TYP
(E) EDGE OF SLAB
SAD
16" MAX
COL PER PLAN
W/ BASE £
PER 5
S4.2
COL PER PLAN W/ BASE £
PER TYP DETAILS
Ó" BASE £ W/ (9) 1Ï"ø HOLES
FOR (E) 1"ø ANCHOR RODS PROVIDE 45° 5Ï" MAX CHAMFER
AT CORNER AS SHOWN TO ALLOW
FOR ADJACENT COLUMN - VERIFY
LAYOUT OF (E) ANCHORS PRIOR
TO FABRICATION
BASE CONN AT MOMENT FRAME GRID G4.9
4
3/4" = 1'-0"
COL PER PLAN W/ BASE
£ PER 4
S4.2
BASE CONN AT MOMENT FRAME GRID G4.9 & 18d
2
3/4" = 1'-0"
COL PER PLAN W/
BASE £ PER 6
S4.2
(E) SOG
1
PARTIAL PLAN AT COLUMN BASE GRID G4 & 18a
1" = 1'-0"
#3x18" ADHESIVE DOWEL @ 24"oc
CENTERED IN (E) SOG - TYP
SAWCUT LINE
BLOCKOUT PER
10
S1.1
COL PER PLAN W/ BASE
£ PER 6
S4.2
(E) SOG
SLAB
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
(E) FOOTING
8
EDGE OF MAT SLAB
3/4" = 1'-0"
REVISIONS
6"
#4x30" ADHESIVE
DOWEL @ 8"oc
STAGGER T&B
TYP REINF AT TOP
PROVIDE STD 90°
HOOK EA END
WATERPROOFING
PER ARCH
6"
6"
(E) SOG
3
S4.1
__________
EDGE OF SLAB
REMOVE (E) SLAB
AS NEEDED
AT COLUMN
#3x18" ADHESIVE
DOWEL @ 24"oc W/ 6"
EMBED IN (E) SOG
#4 @ 18"oc
EW IN SLAB
5Ï"
MAX
TYP
(E) TS COL & BASE £
TO BE REMOVED
2'-0 1/4"
7
7"
TYP
VIF
1'-6 1/2"
0"±3"
G4.9
(E) TS COL & BASE
£ TO BE REMOVED
¢ HSS COL
1" MIN
TYP
A
PROJECT TITLE:
2"
1'-4 1/2"
2" MIN
TYP
COL PER PLAN
(E) PAD FTG
FIELD WELD OPTIONAL
9 5/8"
FOR INFORMATION
NOT NOTED SEE 4
S4.1
FOUNDATION DETAILS
18d
SHEET TITLE:
1 1/2" = 1'-0"
A
(E) 1"ø ANCHORS
SECTION
S4.2
OWNER:
3/4" = 1'-0"
PARTIAL PLAN AT COLUMN BASE
1
ADDRESS:
PARTIAL PLAN AT COLUMN BASE GRID G4 & 18d/c
SAD
16" MAX
18" THK PAD FTG W/ #4
@ 12" EW @ BOT TOC = -0'-9"
2'-0"
EDGE OF
SLAB
1'-6"
PER (E) DWGS
1'-5"
1Ï" HSG
COLUMN PER PLAN
W/ BASE £ PER 3
S4.2
#4 ADHESIVE DOWEL @ 12"OC W/ 6"
EMBED IN (E) GRADE BEAM
6
(E) PAD FTG
COL PER PLAN
TO (E) FTG
(E) EDGE OF SLAB REMOVE AS NEEDED
FOR INSTALLATION
OF COLUMNS
415.243.4091 | zfa.com
WATERPROOFING - SAD
MAT FOOTING
PER PLAN
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
TYP REINF AT BOT
5
MAT SLAB TO (E) FOOTING
1/2" = 1'-0"
DWG NO:
S4.1
SHEET
COL PER PLAN
COL PER PLAN
RIM
HVY HEX NUT
TO FTG
BASE £
1Ï" HSG
Ë"x2Ï"SQ £ WASHER & HEAVY HEX NUT
Ì
13Ï" MIN
LEVELING NUT
#4 STIRRUPS - TYP
1Ë"ø ANCHOR W/ Ï"x3"SQ
£ WASHER & DBL NUT
(4) #7 CONT AT TOP & BOTTOM
6Ï" MAX
A
(16) #4 STIRRUPS - TYP AT
EA COLUMN BASE
SECTION
BASE PLATE AT EXTERIOR HSS
B
SECTION
¢ COL & BASE £
(E) PAD FTG TO BE DEMOLISHED
(4) #5 x 36" ADHESIVE DOWELS
W/ 8" MIN EMBED
£1Ï"x15"x23" W/ (6) 2"ø HOLES FOR
1Ë"ø ANCHORS
1/2"
TYP
6 1/2"
TYP
(E) W12x26 COL &
BASE £ TO BE
REMOVED
11 1/2"
G4
4"
TYP
1"
GRID, ¢ COL & BASE £
£ TO £
3 SIDES - FIELD
WELD OPTIONAL Ì
A
(E) EDGE OF SLAB
1'-4 1/2"
MIN
Ì
B
415.243.4091 | zfa.com
W18 COL PER PLAN
Í
THICKENED SLAB EDGE
1'-5 1/2"
(E) GRADE BEAM
1'-4"
1
(4) #7 AT TOP AND
BOTTOM TYP
GRID
4"
HSS TO £
HSS TO £
1'-2"
18
1" = 1'-0"
FOR BALANCE OF
INFO SEE
3
S4.2
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
BOT OF MAT BEYOND
2 SIDES TYP
AT EA WASHER Ê
3
1"ø ANCHOR W/ Ï"x3"SQ £
WASHER & DBL NUT
A R C H I T E C T S
8"
MIN
HSS 12x8
TYP
TO FTG
TYP REINF
2'-3"
AT THICKENED EDGE
1'-1"
Ó" BASE £ W/ (4) 1Ë"ø HOLES FOR Ó"ø
ANCHORS TO CONCRETE BELOW W/ 9" MIN
EMBEDMENT - ADJUST ANCHOR LOCATION
AS NEEDED TO MEET EDGE DISTANCE
AND SPACING REQUIREMENTS. USE
ADHESIVE ANCHORS WHERE
CONNECTING TO (E) CONCRETE.
3" CLR
2"
TYP
SQ £ WASHER
1Ï"
1'-4"
PERMIT SET
BASE PLATE AT EXTERIOR HSS (AT CONFLICT W/ (E) BASE PLATE)
1" = 1'-0"
1
COLUMN BASE AT MOMENT FRAME GRID G4
3/4" = 1'-0"
FOR BALANCE OF
INFO SEE
3
S4.2
2" 2"
£Ó
4"
2"
F4
BASE PLATE AT EXTERIOR HSS ('L' SHAPED)
(E) GRADE BEAM
1'-8"
1" = 1'-0"
CHIP OUT (E) SLAB AS
NEEDED FOR COLUMN
INSTALLATION
3'-0"
1'-4"
EQ
(E) GRADE BEAM
2"
TYP
#4 ADHESIVE DOWEL @
12"OC W/ 6" EMBED IN (E)
GRADE BEAM
18" THK PAD FTG W/ #3
@ 6" EW @ BOT TOC = -0'-9"
EQ
9"
EQ
Ó" BASE £ W/ (4) Ó"ø ADHESIVE
ANCHORS TO CONCRETE BELOW W/ 6"
MIN EMBEDMENT - ADJUST ANCHOR
LOCATION AS NEEDED TO MEET EDGE
DISTANCE AND SPACING REQUIREMENTS.
3" CLR
TYP
EQ
COL PER PLAN W/
BASE £ PER 3
S4.2
17.86°
W4
2'-0 5/16"
5
2"
V
PROJECT TITLE:
3/8"
TYP
4"
2" 2"
HSS 12x8
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
3
S4.1
__________
TYP
6
1" = 1'-0"
EDGE OF SLAB
HSS 8x8
Ì
BASE PLATE AT INTERIOR HSS
FOUNDATION DETAILS
4
SHEET TITLE:
Ê
2 SIDES TYP
AT EA WASHER
Ï"x3"SQ £ WASHER &
HEAVY HEX NUT - TYP
EDGE OF MAT
SLAB
ADDRESS:
HSS TO £
EDGE OF SLAB
EXTENSION
3
S4.1
__________
OWNER:
£1"x11Ï"x17"
£Ï"x9"x12"
2
PARTIAL PLAN AT COLUMN BASE NEAR GRID W4
3/4" = 1'-0"
REVISIONS
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
NJR
NJR
DWG NO:
S4.2
SHEET
AT UNTOPPED CONDITION
SEE
&
A
B
t-É" 3-8
(Ê" MIN, Ì" MAX)
AT METAL DECK
k det
BM PER PLAN
FULL DEPTH STIFFENER/CONN
£ WHERE NOTED
W BM PER PLAN
CONN £
5
DBL ROWS OF BOLTS
ES OF COL AT
Ê
NOTE:
WHERE CONTINUITY PLATES CONFLICT
W/ THIS DETAIL, USE THICKER PLATE &
DEEPEN CONN £ AS SHOWN DASHED
3/4" = 1'-0"
CONNECTION
PER __________
9 (50-00-03)
S5.1
1/4"
1/2" MAX
£ Ë", ALIGN W/
¢ OF BM WEB
2"2"
DIM BASED ON
ARCH PLANS
'd'/4 MAX
FULL DEPTH
STIFF £ (1) £
PER
5 __________
S5.1
ANGLE BRACE
11
(Õ"ø 50-01-01
Ó"ø 50-01-02
1"ø 50-01-04)
BEAM TO COLUMN WEB
8
3/4" = 1'-0"
A
'd'
AT BEAM PARALLEL
B
AT BEAM PERP
TOP OF BRACE
ADD TAB TO MATCH BM WEB AS REQD
TO MATCH BOLTING SPECIFIED FOR
BM (WELD TAB PRIOR TO BOLTING)
3/4" = 1'-0"
A
GIRDER
FULL DEPTH
STIFF £ (1) £
PER 5 -
1/4"
Õ"ø HSB
2"
3"
Ë
2"
AT BEAM PARALEL
NOTE:
WHERE 'X' > 18"
PROVIDE ANGLE
BRACE PER
W/ TOP CONN
4 MIN
B
PER __________
8
(50-00-02)
S5.1
5
£ Í"
Ì"
A R C H I T E C T S
W21
5
£ Ï"
Í"
W24
6
£ Ï"
Í"
W27
7
£ Ï"
Í"
W30
8
£ Ï"
Í"
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
W33
9
£ Ï"
Í"
W36
10
£ Ï"
Í"
2.
HIGH STRENGTH BOLTS (HSB) ARE A325-N UNO. PREPARE MATING SURFACES &
TIGHTEN "SNUG TIGHT" AS DEFINED IN THE SPECIFICATIONS.
3.
USE ASTM A36 CONNECTION PLATES, UNO.
4.
A COMPLETE PENETRATION BEVEL WELD MAY BE SUBSTITUTED FOR THE FILLET
WELDS SPECIFIED.
5.
HOLE SIZE = BOLT SIZE +È". SHORT SLOTTED HOLES (+È" VERT, + Ë" HORIZ)
MAY BE SUBSTITUTED (EXCEPT AS NOTED) ROUND HOLES ARE REQUIRED AT
SFRS CONNECTIONS.
6.
USE SAME CONNECTIONS AT CHANNELS. FOR W6, C6 & ANGLES USE PLATE, WELD
& BOLT SIZE PER W8 & SEE 4/S5.1.
3/4" = 1'-0"
1. SEE SPREADSHEET S:\_CalcSpreadsheets & Design Tables\_CalcSpreadsheets\CBC_13_IBC12\Steel\Steel
Shear Tab Design.
R 3/4"
R
S5.1
ADD TAB TO MATCH BM WEB AS REQD TO
MATCH BOLTING SPECIFIED FOR BM (WELD
TAB PRIOR TO BOLTING)
*
*
*
R MIN
__________
DBL ROWS OF
BOLTS ES OF
BM AT
2"
Ê
ONE SIDED CONNECTIONS
CONNECTIONS WHERE BM
DEPTH VARIATION, x,
EXCEEDS 6"
CONNECTIONS INTO SLFS
BEAM OR GIRDER
SEE
TYP
COPE LOWER FLANGE AT
FULL DEPTH CONN £
3"
R
1
FOR CONN PLATE, BOLTS, & WELD
S5.1
__________
(Õ"ø 50-01-01
Ó"ø 50-01-02
1"ø 50-01-04)
3" 2"
1Ï
x
DBL ROW OF BOLTS AS
REQD FOR BOLT FIT
SAD
L3x3xÊ BRACE
1 MAX
R MIN
(51-01-02)
2 1/4"
R
(50-00-02)
3" 2"
(52-02-01)
10
S5.1
SEE
FOR DIMENSIONS, ETC
& __________
1 FOR CONN £, BOLTS & WELDS
__________
(Õ"ø 50-01-01
Ó"ø 50-01-02
1"ø 50-01-04)
FULL DEPTH CONN £
Õ"ø HSB
S5.1
12
2
B
BEAM TO COLUMN CONNECTION
9
3/4" = 1'-0"
C
6
L
3/4"
= 1'-0"
CHECK
BRACE FOR R , CAP = 5.3K BASED ON BOLT GOVERNING CONN.
MF BOTTOM FLANGE BRACING MAY REQUIRE HSB OR ADDL BOLTS.
FOR INFORMATION
(51-01-02)
3
S5.1
3/4" = 1'-0"
USE HSB FOR STEEL BLDGs - CHECK CONN CAP)
(METAL DECK & CONC 1"ø WD FRAMED FLRs & RFs Ó"ø OK
(PARTIAL HT CONN £ ARE NOT APPROVED BY DSA)
R
FOR BEAMS BOTH SIDES
COPE LOWER FLANGE AS REQD
FOR INSTALLATION, TYP
C
AT BEAM PERPENDICULAR OR DECK
TYPICAL BEAM BOTTOM FLANGE BRACE
3"
TYPICAL BEAM TO BEAM CONNECTION
Ó"
R MIN
BM WHERE OCCURS
R
MIN
3" TYP
PLATE Ë"x5"x5" OR FULL
DEPTH STIFFENER PLATE
PER OTHER DETAILS
TYPICAL BEAM TO BEAM CONNECTIONS
3/4" = 1'-0"
TYP
R MIN
COPE LOWER FLANGE AS
REQD FOR INSTALLATION
BM AS OCCURS
CAP £ SAME THICKNESS AS
COL WEB (Ë" MIN, Ï" MAX)
R
3/4" MAX
FULL DEPTH CONN £
CONN £
DBL ROWS OF BOLTS
ES OF COL AT
ES
(50-01-01)
BM AS OCCURS
BM PER PLAN
PER SCHED
Ë
R
3" TYP
CROSS £ SAME THICKNESS
AS COL WEB (Ë" MIN, Ï" MAX)
COL PER PLAN
SEE
FOR 'x' Ä 30°
BEVELED BACK UP
BAR WHERE REQD
CONN PLATE
NOTES:
WHERE WELD IS REQD AT TOP
OR BOT OF CONN £ AND
ACCESS IS LIMITED TO ONLY
ONE SIDE OF £, PROVIDE
COMPLETE PENETRATION
WELD OF CONN £ IN LIEU OF
DOUBLE SIDED FILLET WELD.
BOLTS PER SCHED
R
CONN £ PER SCHED
COL PER PLAN
(52-02-02)
3
1
FOR CONN £, BOLTS, & WELD
S5.1
__________
TYPICAL FULL DEPTH BEAM TO BEAM CONNECTION
3/4"
(FOR
=ALL
1'-0"
STEEL BLDGs & DSA 1-SIDE)
CJP
BM WEB
DBL ROWS OF BOLTS
ES OF COL AT
3"
11
S5.1
SEE
FOR DIMENSIONS, ETC
& __________
1 FOR CONN PLATE, BOLTS & WELDS
S5.1
BM WEB
'x'
CONNECTION PLATE
R MIN
R
13
SEE
3/4" = 1'-0"
10
1
S5.1
__________
3/4" = 1'-0"
3"
R MIN
(Õ"ø 50-01-01
Ó"ø 50-01-02
1"ø 50-01-04)
BEAM TO COLUMN FLANGE CONNECTION
7
SKEWED BEAM CONNECTION - AT WEB
1 1/2" = 1'-0"
SEE
4
1
S5.1
__________
TYPICAL SHALLOW BEAM DETAIL
3/4" = 1'-0"
DATE
REVISIONS
R
PER TYP DETAIL
INCREASE AS REQD FOR
BOLT CLEARANCES
(Õ"ø 50-01-01
Ó"ø 50-01-02
1"ø 50-01-04)
NO DESCRIPTION
W6, C6 AND
SMALLER OR L
__________
BEAM TO COLUMN CONNECTION
PERMIT SET
R MIN
3" TYP
TYP
CJP
COPE LOWER
FLANGE AS REQD
FOR INSTALLATION
415.243.4091 | zfa.com
Õ"ø HIGH STRENGTH BOLT (HSB) CONNECTION SCHEDULE
PROVIDE FULL DEPTH
CONN £ PER __________
3 FOR:
8
S5.1
TOP CONN SEE
RIM
R = 1Ó" MIN, SEE TYPICAL CONNECTION DETAILS. BOLT SPACING AND EDGE
DISTANCE SHALL CONFORM TO AISC SPECIFICATIONS.
1
B
CONN £
COL PER PLAN
W18
1/2" MAX
45° MAX
'X'
CAP £ SAME THICKNESS
AS COL WEB (Ë" MIN, Ï" MAX)
Ë
Ì"
4. ENGINEER SEE X-ARCHIVE FOR OLD SCHEDULES.
(50-00-01)
ES
£ Í"
S5.1
Ñ"x4" BAR
A
4
3. NOTE HEAVY W18's OR SLOPED W18"s MAY NEED TO REDUCE VERTICAL EDGE DISTANCE DURING FABRICATION,
SUGGEST ADDRESSING DURING CA IF REQD.
SLOPE SAD
__________
DBL ROWS OF BOLTS
ES OF COL AT
W16
MIN SFRS CONNECTIONS ARE CONN
£
REQUIRED.
2. ENGINEER MUST DESIGNATE (ON PLAN OR DETAILS) WHERE
PARALLEL BM
FULL DEPTH CONN £
BEAM AS OCCURS
Ì"
1.
CJP
(50-00-01)
1
SEE __________ FOR CONN £, BOLTS, & WELD
S5.1
£ Í"
NOTES:
TYPICAL BEAM WEB STIFFENER PLATE DETAIL
2"
CONN £ TO CROSS £ AND
CROSS £ TO COL FLANGE
W COL PER PLAN
3
TYP AT EA FLUTE
1 4 FLUTES MIN
É
Ó"ø MB
W12, W14
SHEET TITLE:
C
Ì"
BM AS OCCURS
£ Í"
OWNER:
3/4" MAX
R
2
BOTH SIDES
ANGLE BRACE
W8, W10
ADDRESS:
Ï" CROSS £ T&B
(OR CONTINUITY £
PER OTHER DETAILS)
PARTIAL DEPTH STIFFENER
PLATE TYP UNO. £ TO BE
SAME THICKNESS (t) AS BM
WEB (Í" MIN, Ï" MAX), Ó"
MAX AT W40. MATCH WIDTH
OF BEAM FLANGE. CHAMFER
£ AT BEAM FILLETS, TYP
(NO WELD AT FILLETS)
k det
ALTERNATE CONN:
(1) Ó"ø MB
WELD
SIZE
2Ï
CONN.
PLATE
k1
1 1/4"
Ë
NO. BOLTS
PER ROW
BEAM
DEPTH
PROJECT TITLE:
L5x3xÊ LLV, LENGTH AS
REQD FOR CONN TO DECK
1Ë
"
(3) SHEAR STUDS
AT CONC FILL
(Ó"ø 50-01-01B
1"ø 50-01-01)
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S5.1
SHEET
t
TYP
CUT & SPLICE
HSS COL W/
CJP WELD
t
d
TYP
K
1 1/2" 1 1/2"
tf
RIM
K
A R C H I T E C T S
tf
TYP
TYP
CASE 2
CJP tf-Ë"
tf MIN
3 1/2"
A
A
CJP
PLAN VIEW
SPLICE £ Ï"
W/ (4) LIFTING
BOLTS
t
DBL ROWS OF
BOLTS ES OF
COL AT
CASE 1
8"
A
3"
A
LIFTING HOLE IN
SPLICE £
1 1/2"
SHIM AS REQD
HSS
415.243.4091 | zfa.com
HSS
FOR INFORMATION
(52-01-05)
6
S5.2
BEAM TO HSS COLUMN (2-WAY)
3/4" = 1'-0"
A
4
TYPICAL HSS TO HSS CONNECTION
1
3/4" = 1'-0"
COLUMN SPLICE
3/4" = 1'-0"
COVER £ THICKNESS
"t" = HSS WALL
THICKNESS (Í" MIN)
1/2" ES
1/2"
OVERSLOT DUE TO
KNIFE £ GEOMETRY
FOR USE ONLY WHERE
SPECIFICALLY NOTED
2" SEISMIC GAP
1/2" MAX
Ê
BACK-UP BAR SNUG FIT
£Ë" W/ (4) 3Ï"SDS TO
POST (GAGE =3")
1/2" MAX OVERSLOT
WOOD POST PER PLAN
SLOT AT END OF HSS
5
HSS SPLICE
2
3/4" = 1'-0"
SLOT IN MIDDLE OF HSS
TYPICAL SLOTTED HSS FOR GUSSET CONNECTION
1 1/2" = 1'-0"
SEAL WELD
É
"t" - È"
(Ê" MIN)
"t"
OFFSET CONN £
É
"t"
¢ BM & COL
A
"t" - È"
(Ê" MIN)
STEEL BEAM AT WOOD POST
3/4" = 1'-0"
£ THICKNESS
+1/8" MAX
PLAN VIEW
AT COLUMN
TOP OF COL AS OCCURS
W/ CAP £ PER __________
3 S5.2
1/2"
COL PER PLAN
SEAL WELD
KNIFE £
SHEET TITLE:
3"
HSS PER ELEV
CJP
1/2" MAX OVERSLOT
EA END
HSS MEMBER
PER PLAN
OWNER:
£ THICKNESS
+ 1/8" MAX
PREDRILL HOLE PRIOR TO CUTTING SLOT.
HOLE ø = £ THICKNESS + Ë", TYP
ADDRESS:
STEEL BEAM PER PLAN
A
SPLICE LOCATION
PER ELEV AS REQD
8
PERMIT SET
t-É
ROOF PLY
ADJACENT
BUILDING
£ THICKNESS
+ 1/8" MAX
PROJECT TITLE:
7
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
AT BEAM
ALTERNATE
(52-01-02)
SLOT COL FOR £ THRU
PER __________
2
BM AS OCCURS
CONTINUE £ FOR
BM BOTH SIDES
S5.2
A
(52-01-01)
(50-01-01)
1
S5.1
SEE
FOR
CONN £, BOLTS
& WELD
__________
CONN £
TYP NS & FS
£ TO MATCH HSS
WALL THICKNESS
(Ë" MIN, Ï" MAX) TYP
SEAL WELD
NO DESCRIPTION
SEAL WELD
6
BEAM EACH SIDE TO HSS COLUMN
3/4" = 1'-0"
REVISIONS
W BEAM
DBL ROWS OF BOLTS
ES COL AT
AT COLUMN
3
TYPICAL CAP PLATE
3/4" = 1'-0"
AT BEAM
DATE
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S5.2
SHEET
2.
2. LARGER OF tñô OR Ï".
(PLUS Ï tñô MINUS Ë tñô)
TYP
CONN PER TYP
DETAILS W/ HSB-SC
Ì
Ï
3. Ó tñô TO tñô, Ó" MINIMUM (±Ë")
Ï
Ì
3 SIDES - TYP
COL PER PLAN
3
415.243.4091 | zfa.com
FOR INFORMATION
NOT NOTED SEE 2
S5.3
OMRF STRONG AXIS CONN AT ROOF
1" = 1'-0"
WELD ACCESS HOLE DETAIL
CJP - TYP
SMRF MOMENT CONNECTION ONE SIDE
1
COL PER PLAN
3/4" = 1'-0"
3/4" = 1'-0"
Ì
7
WELD ACCESS HOLE PER S5.3 TYP
CONN PER TYP
DETAILS W/ HSB-SC
Ï
A
TYP CONTINUITY PLATE
CJP
OMRF STRONG AXIS CONN
COLUMN
1" = 1'-0"
¢
CONN £
& BEAM
Ì
WELD ACCESS HOLE PER
CAP £
STIFF £ PER
TYP DETAILS
7
TYP
S5.3
CONN PER TYP
DETAILS W/ HSB-SC
Ì
A
CJP BM TO COL
PER NOTE #2
CONN £ PER
NOTE #3
WELD PER
NOTE #5
BEAM
BACKING BAR, TYP
BEAM CONN
PER 11
S5.1
t/2
Ë" MIN
Ï" MAX
REMOVE BACKING BAR
BACKGOUGE AND REWELD
OMRF WEAK AXIS CONN AT ROOF
Ì
STIFF £ PER
TYP DETAILS
CJP t > 1"
MOMENT CONNECTION NOTES:
1. CJP GROOVE WELD AT TOP AND BOTTOM FLANGES. AT TOP & BOTTOM FLANGE,
REMOVE WELD BACKING, BACKGOUGE, AND ADD Ì" MINIMUM FILLET WELD.
WELD: QC/QA CATEGORY AH/T.
3. SHEAR TAB OF THICKNESS EQUAL TO THAT OF BEAM WEB (Í" MIN). SHEAR TAB
LENGTH SHALL BE SO AS TO ALLOW É" OVERLAP WITH THE WELD ACCESS HOLE AT
TOP & BOTTOM, AND THE WIDTH SHALL EXTEND 2" MINIMUM BACK ALONG THE BEAM,
BEYOND THE END OF THE WELD ACCESS HOLE.
COL PER PLAN
CONT £
UNO
2. CJP GROOVE WELD FULL LENGTH OF WEB BETWEEN WELD ACCESS HOLES. PROVIDE
NON-FUSIBLE WELD TABS. REMOVE WELD TABS AFTER WELDING AND GRIND END OF
WELD SMOOTH AT WELD ACCESS HOLE. WELD: QC/QA CATEGORY BH/T.
1" = 1'-0"
7
S5.3
PJP CONN £ TO COL
PER NOTE #4
BEAM PER PLAN
Ì
CJP PER NOTE #1
ACCESS HOLES PER
CONTINUITY £ THICKNESS
SAME AS BM FLANGE tô, Ï" MIN
CONT £
5
Ì
(3) ERECTION BOLTS
TO MATCH SIZE & TYPE
OF TYP CONNECTORS
CONN £ PER
TYP DETAILS
COL PER
PLAN
INDICATES WELDS PER BELOW
1/4" CLR
MOMENT FRAME DETAILS
REMOVE BACKING BAR
2" MIN
CLR
4
Ì
COL k + 1 1/2"
SHEET TITLE:
BEAM PER PLAN
tñô
CONT £ - TYP
PERMIT SET
Ï" MIN RADIUS
TYP
tñô
Ï" MIN
7
DBL BOLTS
1/8" OVERLAP
SHEAR TAB/
WELD ACCESS
LOWER ACCESS HOLE
SURFACES SHALL BE FREE OF NOTCHES
AND GOUGES. SURFACE ROUGHNESS
SHALL NOT EXCEED 500 MICRO INCHES.
CONTINUITY £
THICKNESS SAME
AS BM FLANGE tô, Ï" MIN
COL kþ
2.
BM AS OCCURS
REMOVE BACKING BAR
R
3.
tñô
Ì
CONT £ - TYP
TOLERANCES SHALL NOT ACCUMULATE
TO THE EXTENT THAT THE ANGLE OF THE
ACCESS HOLE CUT TO THE FLANGE
SURFACE EXCEEDS 25 DEGREES.
BEAM PER PLAN
tñô
6. SEE SPECIFICATIONS.
4.
6.
1.
tñô
Ï" MIN
5. 3 tñô (±Ï")
5.
CJP
tô/4
Ë" MIN
OWNER:
4. Í" MINIMUM RADIUS (PLUS NOT
LIMITED, OR MINUS 0)
tô/4
Ë" MIN
UPPER ACCESS HOLE
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
ADDRESS:
5.
CJP AT DBL BOLTING
A R C H I T E C T S
4.
Ó" CAP £
2
NOTE #1
S5.3
PROJECT TITLE:
1. ANGLE AS REQUIRED FOR SPECIFIED
GROOVE WELD PROCEDURE.
CJP PER
7
TYP
S5.3
tô
NOTES:
RIM
tô
6.
tñô
CJP t > 1"
1" CLR
1.
3.
Ì
UNO
tô/2
Ë" MIN
Ï" MAX
CAP PLATE TO MATCH COL
WIDTH AND BEAM FLANGE
THICKNESS (tô) 1" MIN
7
TYP
S5.3
CONN PER TYP
DETAILS W/ HSB-SC
CONN £ PER
TYP DETAILS
4. FULL LENGTH PARTIAL JOINT PENETRATION (t - É") FROM FAR SIDE OF BEAM WEB,
WITH FILLET WELD OVER EQUAL TO CONNECTION PLATE THICKNESS. WELD: QC/QA
CATEGORY BM/T.
5. FILLET WELD SHEAR TAB TO BEAM WEB. WELD SIZE SHALL BE EQUAL TO THE
THICKNESS OF THE SHEAR TAB MINUS È". WELD SHALL EXTEND OVER THE TOP &
BOTTOM ONE-THIRD OF THE SHEAR TAB HEIGHT AND ACROSS THE TOP AND BOTTOM.
WELD: QC/QA CATEGORY BL/L.
6. QC/QA = QUALITY ASSURANCE PER AISC 341.
NO DESCRIPTION
DATE
REVISIONS
BEAM PER PLAN
CONT £
Ì
6
OMRF WEAK AXIS CONN
1" = 1'-0"
REMOVE BACKING BAR
2
SMRF MOMENT CONNECTION 2 SIDES
3/4" = 1'-0"
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
DWG NO:
S5.3
SHEET
RIM
A R C H I T E C T S
HSS
(E) BEAM
¢ WTS, HTT5, STRAP & SB
1" MIN
1Ï" MAX
TYP
3 SIDES
DBL 4x6 FLAT SB - CUT
FOR FULL BRG
Ì
COL PER
PLAN
1
(2) HTT5 EA COLUMN
Ì
Ì
Í
1'-3"
Ñ"ø WTS TO COL TYP EA HTT5
A
5"
5"
A
STRAP
BEAM PER PLAN
Í
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
COLUMN
1'-8"
MSTD5 MARRIAGE STRAP EA
HTT5 TO CMSTC16
Í
TYP
Ì
(E) COL
£ 3/8"
CMSTC16 x 20'-0" EA HTT5
NAIL ALL HOLES
COLUMN PER PLAN
415.243.4091 | zfa.com
HTT5
(E) JOIST
STIFF £
2"
Ì
HSS PER
PLAN
L3x3xËx12"
CTD ON HSS
(E) JOIST
(E) NAILER - REPLACE
LOCALLY AT L3
CONT DBL 4x6 FLAT SB W/ (6)
10d TN EE EA BLK
3
COLUMN CONN AT GRID G4.9 (SOUTH OF 19)
PLAN
1" = 1'-0"
(E) CONT £
£Ïx4x9 CTD ON STIFF £
(E) COL
STIFF £
PERMIT SET
Ñ"ø WTS OR THROUGH 1
BOLT TO COL FLANGE
COLUMN TIE-IN AT GRID G4 & 18a, 18c
(2) HTT5 EA COLUMN
1" = 1'-0"
(E) BEAM
HTT5 TO CMSTC16
3"
MAX
CONN PER
TYP DETAILS
TYP
4
3 SIDES, TYP
(E) BEAM
(E) COL
Í
Í
Ë
SECTION
COLUMN PER PLAN
1
COLUMN TIE-IN AT GRID G4.9 & 18d
COLUMN TIE INTO DIAPHRAGM AT GRIDS W1, W2 & W3
1" = 1'-0"
1" = 1'-0"
1
(2) HTT5 EA COLUMN
Ñ"ø WTS TO COL TYP EA HTT5
HTT5 TO CMSTC16
CMSTC16 x 20'-0" EA HTT5 NAIL ALL HOLES TO 4x8
STRUT BELOW
(E) BEAM
BEVELED WASHER
3 SIDES - BENT £
TO BEAM WEB Ì
(E) NAILER - NOTCH AS
NEEDED AT HSS - PROVIDE
SHIMS AS NEEDED FOR
TIGHT BEARING
5
(E) JOIST
COMPRESSION NUT
BEVELED WASHER
HUCQ8
L12x5xÍ x 0'-6" BENT
PLATE EACH SIDE
CONT DBL 4x8 STRUT AT FRAMING
PERP TO WALL - PROVIDE TF HGR EE
3 SIDES
(E) BEAM
Ì
REMOVE & REPLACE
(E) JOIST AT CONFLICT
5
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
COL PER PLAN
REVISIONS
5"
TYP
5
COL PER
PLAN
COLUMN TIE-IN AT STRUT NEAR GRID G4 & 18d
1" = 1'-0"
2
WOOD DETAILS
4"
3 SIDES
Ê
(E) JOIST
SHEET TITLE:
£ Í"x2"x8"
CONT DBL 4x6 FLAT SB
W/ (6) 10d TN EE EA BLK
£ Ï"x8"x14"
OWNER:
COL PER
PLAN
ADDRESS:
Í
COLUMN
BEAM PER
PLAN
CMSTC16 x 20'-0" EA HTT5
NAIL ALL HOLES
PROJECT TITLE:
6
"
1'-0
TYP
Õ"ø THREADED ROD
INSTALLED THROUGH DRILLED
HOLE IN (E) STEEL BEAM &
BENT PLATE - TYP EA HUCQ8
4x STRUT PER PLAN PROVIDE LUS HGR EE
1
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
DDW
NJR
COLUMN ROOF TIE IN AT GRID W4
1" = 1'-0"
DWG NO:
S6.1
SHEET
HSS
SAD
43 MIL FURRING WALL STUD AS OCCURS - SAD
30"ø PLANTER
A
FLOOR PEN
TYP
Ê
1/4"
1/2"
TYP
OUTRIGGER BEAM PER PLAN
7"
Í
TYP
Ê
2x4
1'-3 1/2"
VIF
HSS PER PLAN
TRELLIS
Ñ"ø WTS @ 32"
(E) COLUMN
4x NAILER PER TYP DETAILS
FLOOR PLY
3'-4"
¢ HSS
2
EQ ±Ï"
1" = 1'-0"
1'-4 1/2"
SAD
PERMIT SET
£Õ"x7"x10"
£1"x11" SQ
TYPICAL
WALL
STUD
B11 STRUT
1'-0"
HSS PER PLAN
8
5
1 1/2" = 1'-0"
TRACK
HSS BELOW ROUND PLANTER
WALL STUD
OUTRIGGER
BEAM PER PLAN
7"
1" = 1'-0"
¢ HSS
EQ ±Ï"
PLANTER BEAM PER PLAN
HEADER
Ï"ø U-BOLT TYP
AT EA STRUT
SECTION AT TOWER WALL
OUTRIGGER
BEAM PER PLAN
TYPICAL
WALL
STUD
HSS PER PLAN
EQ ±Ï"
STUD ABV
16"x16" PLANTER
1"
TYP
OUTRIGGER TO COLUMN CONN
1" = 1'-0"
Í"
1"
TYP
EQ
B11 STRUT @ 24"oc
9
TYPICAL STUD SPLICE AT NON-BRG WALL
6
1 1/2" = 1'-0"
C
TRELLIS POST
CJP
BASE £
Õ"ø HOLE FOR Ñ"ø
WTS - TYP
1Ï" TYP
1" = 1'-0"
A
B
SAD
5'-9" MAX
TOWER COLUMN PER
PLAN/ELEVATION
NAILER PER TYP
DETAILS
SAD
7'-6" MAX
SAD
1'-9" MIN
C
TYP
HSS 3x1ÏxÉ TRELLIS JOIST
SAD FOR SPACING (42" MAX)
SPLICE PER
B
5 1/2"
EQ EQ
(E) TRANSOM
BEAM W/
NAILER T&B AS OCCURS
Ì
HSS BELOW 16"x16" PLANTER
£1"x12"SQ BASE PLATE W/
(4) Õ"ø HSB TO BEAM
BELOW (GAGE = 5Ï")
(E) WALL STUD
PROJECT TITLE:
STUD BLW
TYP
Ì
Ï"ø U-BOLT TYP
AT EA STRUT
Í
HSS 5x4xÊ TRELLIS
BEAM - SPLICE PER
AS NEEDED
TYP
HSS TRELLIS POST PER
OTHER DETAILS
B
HSS 4x4xÊ TRELLIS POST
1
A
Ì
1
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
1
REVISIONS
£Ñ"x6"x10" BASE £
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
WTS, NUT & WASHER
BEAM PER PLAN
BEAM AS OCCURS
BEAM PER PLAN
HSS PLANTER BEAM PER
PLAN
10
TRELLIS POST TO PLANTER BEAM CONN
3/4" = 1'-0"
7
TOWER COLUMN CONNECTION AT ROOF BEAM
1" = 1'-0"
(E) BEAM W/
NAILER T&B
(E) COLUMN AS OCCURS
POST
HSS PER PLAN
(E) JOIST
TYP
BEAM
¢ STUD SPLICE
TRACK TO MATCH GAGE AND
DEPTH OF STUD (43 MIL MIN)
W/ (4) #8 SMS TO EACH STUD
AS SHOWN
COLUMN
PER PLAN
CAP £ W/ SEAL WELD
Ëx2 BENT £ W/ Ï"ø MB
TO PLANTER TYP AND
Ï"ø MB W/ CHANNEL
NUT TO STRUT
1'-0"
EQ
3
4
TYPICAL SECTION AT TRELLIS
3/4" = 1'-0"
BEAM PER PLAN
SHEET TITLE:
SEE 1/S1.3
NOTE #2
2
S7.1
1" MAX
FOR BALANCE OF INFO SEE
OWNER:
Ëx2 BENT £ W/ Ï"ø MB
TO PLANTER TYP AND
Ï"ø MB W/ CHANNEL
NUT TO STRUT - TYP
L3x3xÊ
A
Ê
ADDRESS:
TYP
2
3
S7.1 S7.1
30"ø PLANTER
JOIST PER PLAN
ROUND
PLANTER
PER PLAN
1'-7"
OUTRIGGER TO COLUMN CONN (AT GL W1, W2 & W3)
1/4"
EQ ±Ï"
CONT L4x4xË W/ Ï"ø MB
AT EA L3 - HOLES FOR MB
MAY BE FIELD DRILLED
415.243.4091 | zfa.com
PLANTER BEAM PER PLAN W/
CONN PER TYP DETAILS
£Õ ES
12" MAX
CJP
3 SIDES - TYP
10d @ 6"
9
S7.1
3"
¢ STRUT
FASTCLIP SIDE CLIP (FCSC) 14 GA
EA STUD W/ (3) PAF TO ANGLE
¢ SPLICE AS
NEEDED PER
CJP, TYP
6'-6" MAX
4" MIN
TYP
600S162-43 @ 8'-0" MAX W/ (4) #12 SMS
TO EACH STUD AS SHOWN
400S162-97 x 30" ES
HSS W/ (6) PDP @ 1Ë"
OC EW T&B TO HSS AS
SHOWN
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
1
6'-3" MAX
VIF
4" MIN
TYP
A R C H I T E C T S
Ñ"ø WTS, WASHER & NUT - TYP
1"
¢ 30"ø PLANTER
10 1/2" ±Ï"
Ó" MIN
TYP
WALL STUD PER SCHEDULE
TRELLIS POST & BASE £
3"
SAD
Ê
2"x2"x6"x97 MIL BENT £
W/ (4) #12 SMS EA LEG
10 1/2" ±Ï"
SAD
2" MAX
£1"x11" SQ
TYP
10"
¢ STRUT
RIM
Ë" CAP £
1000T150-68 TRACK
1
TYPICAL WALL SECTION AT PIER
1/2" = 1'-0"
2015.03.31
13529
DDW
NJR
DWG NO:
S7.1
SHEET
2'-0"
TYP
PIPE COL PER PLAN
4
S7.2
Ï" x 6" SQ
BASE £
__________
2
S7.1
1
__________
1000T150-68 TOP TRACK
TOWER
TOP LEVEL,
SAD
12
S7.2
10
S1.4
HEADER
__________
2
S7.1
__________
1000S162-43 STUD, TYP
ABOVE HEADER
1
CALIFORNIA ALASKA
HAWAII GUAM
SUITE 220
Phone: 415.247.0400
Fax: 415.247.0401
CONT SB
3x8 NAILER W/ Ñ"ø
WTS @ 16"OC
DOUBLE STUD AT JAMB, TYP
JAMB
1
BLOCKING PER __________ TYP
S1.4
6
S1.3
__________
CLOCK BY OTHERS - SAD
SILL
1
SECTION AT TOWER ROOF
7
S5.2
CONN £ PER
USE
THICKNESS AND WELD
SIZE FOR W8
Í" x 6" SQ CAP
£ FOR SPIRE
CONNECTION
7
S7.2
__________
Ì
MAINTENANCE
LEVEL, SAD
6
TYP
S7.2
9
S1.4
LSSU HGR - TYP
RAFTER PER PLAN
A34 TYP
ROOF PLY
STRUCTURAL
FASCIA
3"
__________
TYP
RIDGE BEAM PER PLAN
ROOFING - SAD
3"
SAD
15'-0" MAX
1
415.243.4091 | zfa.com
3/4" = 1'-0"
2Ï"
WALL BLOCKING
PER
1
S1.4
HSS COLUMN
JAMB
OPEN
BEAM PER PLAN
800S162-68 STUD, TYP
SAD
19'-0" MAX
JAMB
JAMB
HSS COLUMN
JAMB
CK
R CLO
G FO
CONT STRUCTURAL
FASCIA W/ A34 EA
RAFTER
BEAM PER PLAN
TOF BEYOND
INDICATES CONNECTION
STRAP LOCATION
IN
Ê
A R C H I T E C T S
HEADER
54 MIL SOLID BLKG - CLIP FLANGE
EE, BEND WEB AND FASTEN W/ (4) #8
TO HEADER/SILL/JAMB - TYP
OPEN
RAFTER PER PLAN W
H2.5A TO NAILER
10
S1.4
3
S1.3
__________
RIM
LSSU HGR
Ê
10
TYP
S7.2
ø
76É"
1'-6"
1
RAFTER PER PLAN W/
LSSU HGR EE
PERMIT SET
RIDGE BEAM PER PLAN
PIPE COLUMN PER PLAN
TYPICAL ELEVATION AT FACADE FRAMING
WALL STUD
(2) PDP ES EA STUD
5
S7.2
__________
600S162-43 @ 16"OC
EIFS
600T150-43 TRACK W/
3Ï" SDS @ 16" OC TO 4x
RAFTER
PER PLAN
LEVELED FLOOR - SAD
8" MIN - EXTEND
AS NEEDED FOR
ATTACHMENT
4"
Í"ø CARRIAGE
BOLT - SAD FOR
FINISH
1
TRACK PER S1.3
NOTE 1.
INSULATION - SAD
BOX HEADER
1Ï" x 'A' x 1Ï" x 54 MIL Z CLIP
TYPICAL AT EA MOUNTING STRAP
LSSU HGR,
TYP
STUD PER SCHEDULE
(E) JOIST
A
4" MAX
54 MIL BACKING PLATE
W/ (2) #8 @ 12" TO STRUCTURE
12
RIDGE BEAM
PER PLAN
1" ALUM MOUNTING STRAP
#12 SMS - TYP - FIELD DRILL HOLES
JOIST PER PLAN
W/ JBA HGR
CLOCK PANEL
BEAM PER PLAN
SECTION AT CLOCK MOUNTING STRAP ATTACHMENT
9
1 1/2" = 1'-0"
6
4x BEAM OR SOLID
BLOCKING PER PLAN ALIGN W/ WALL ABOVE
TRACK CONN TO CONCRETE AT STUD
3/4" = 1'-0"
3
PLAN AT RIDGE BEAM TO PIPE COLUMN
3/4" = 1'-0"
FLAT TAIL SIDE CLIP (FTSC) @ 32" OC
SECTION AT TOWER WALL BASE CONN AT ROOF FRAMING
3/4" = 1'-0"
PROJECT TITLE:
SUBSTRATE
1 1/2" = 1'-0"
600T150-43
3" MAX
ALTERNATE CONFIGURATION
L6x6xÍx1'-4" w/ TOS = (TOS @ BEAM) - Ë".
1Ï" MIN
TYP
4" MIN
TYP
PLAN AT CORNER OF STRUC FASCIA
SHEET TITLE:
1" = 1'-0"
2
RIDGE BEAM TO PIPE COLUMN
OWNER:
5
(2) 16d EA
CONTACT
1/4" = 1'-0"
ADDRESS:
8
1/2" = 1'-0"
ELEVATION AT CLOCK
11
CONT L4x4xË AROUND PERIMETER
Ñ"ø MB - TYP
1'-0"
TYP
HSS PER PLAN
2'-0"
TYP
4"
STUD
3
S1.3
F
VI
400S137-33 WEB STIFFENER W/ (8) #8
SMS TO HEADER - TYP ES AT ALL
JAMB LOCATIONS
P
TY
WALL STUD
600S162-43 @ 16" OC
3"x3"x33 MIL BENT £ W/
PDP @ 16"oc TO HSS ES
HEADER
FINISH - SAD
__________
TYP
Ë
C8x11.5 CHANNEL BRACE EA CORNER w/ TOS =
(TOS @ BEAM) - 2". BOLT TO FULL DEPTH
STIFFENER £ PER TYP DETAILS.
7
1
FINISH ATTACHMENT AT HSS
1" = 1'-0"
STOREFRONT
600T150-43 W/ 3Ï" SDS @ 16"
PLAN CHECK 05/18/15
RESPONSE
NO DESCRIPTION
DATE
REVISIONS
1'-0"
HEADER
L3x3xÊ AT MIDPOINT OF BEAM
w/ TOS = (TOS @ BEAM) - Ë".
L3"x3"x54 MIL x 6" BENT £ ES W/ (4) #8
SMS EA LEG - TYP (GAGE = 4")
8
__________
S7.1
(E) JOIST
JAMB STUD
(E) BEAM
TRACK W/ #8 SMS @
8" TO HEADER ABV
13
TYPICAL BEAM BRACING AT TOWER FRAME
3/4" = 1'-0"
10
ENLARGED ELEVATION AT JAMB TO HEADER CONN
1" = 1'-0"
4
SECTION AT BACKSIDE PARAPET WALL CONN
3/4" = 1'-0"
DATE
:
PROJECT NO :
DRAWN BY :
CHECKED BY :
COPYRIGHT :
2015.03.31
13529
NJR
NJR
DWG NO:
S7.2
SHEET

+TCCM Tower Relocation Permit Set

Transcription

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