Download - SS APP. ORANGE COAST COLLEGE
ArchitecturePlanningInteriors
/Architecture4611 Teller Avenue - Newport Beach - California - 92660http://www.tbparchitecture.com ph: 949.673.0300 - fx: 949.732.3895
tBP
ORANGE COAST COLLEGE
COAST COMMUNITY COLLEGE DISTRICT2701 FAIRVIEW ROAD, COSTA MESA, CALIFORNIA
COVER SHEET
T-1
north
file name:
drawn by: checked by:
drawing no.:
drawing of
arch
itectu
repla
nning
inter
iors
tBP/
Arch
itectu
re46
11 T
eller
Ave
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each
, CA
9266
0ph
: 949
.673.0
300
fx: 94
9.732
.3895
consultant
agency
owner
date:
drawing title:
description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
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21031.00
11/18/2019
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20
SHEET INDEX ANDGENERAL NOTES
T-2
VAC VACUUM
PREFINISHEDPREFIN
HP
CONNECTIONCONN
HORSEPOWER
HEATING, VENTILATING, AIR
CORR
CONTRCOORD
COV
DBL
CTV
CSWK
DIM
DETDEPTDEMO
DIV.DIST.DISP.
DWG.
CONT
DN.DS.
DIA
D.L.
DF
CP
CT
CW
CR
DOWN SPOUTDOWN
DRAWING
LVLLVR
LLLT
LTG
LB.LDG
LAV.
KVA
LAB.
LOUVER
LIGHTING
LIVE LOAD
LEVEL
LIGHT
POUNDLANDING
LAVATORY
LABORATORY
KILOVOLT AMPERE
DIMENSION
DRINKING FOUNTAIN
DEPARTMENTDEMOLITION
DEAD LOAD
DIAMETER
DIVISIONDISTANCEDISPENSER
DETAIL
DOUBLE
CORRIDOR
CONTRACTORCOORDINATE
CONTROL PANEL
CABLE TELEVISION
CERAMIC TILECASEWORK
COLD WATER
CONDENSATE RETURN
CONTINUOUS
COVER
INSULATION
K
KOKIT.
JT. JCT.
IW
JAN.
INSUL.
INV. INT.
JUNCTION
KITCHENKNOCKOUT
KIP (1000 LB)
JOINT
INVERT
JANITOR
INTERIOR
IRRIGATION WATER
HW
I.E.
HVY
HVACHTWSHTWRHTG.HR.
HEAVY
INVERT ELEVATION
HOT WATER
CONDITIONING
HOURHEATING
HOT WATER SUPPLYHOT WATER RETURN
VERT. V.C.T. VAV
W
VEST.
WD. W.C.
WLWHSEWDW.
W/
WRWPGWP
WTW.W.F.
WSCT.
XFMR
WLD
ROOFINGRFG
R.O. RM.
ROUGH OPENINGROOM
RAD.
REV.RET
REQD. REINF.
RESIL.
REF.
REG. REFR.
R.D. RDWD.
PVC
QTY
R.
Q.T.
PSF
PSIPSG
PRELIMPROJ
RADIUS
REVERSERETURN
REQUIREDREINFORCING
RESILIENT
REFERENCE
REGISTERREFRIGERATOR
ROOF DRAINREDWOOD
POLYVINYL CHLORIDE
RISER
QUANTITYQUARRY TILE
PAINT SEMI-GLOSSPOUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PRELIMINARYPROJECT
WIND LOAD
WATER RESISTANTWATERPROOFINGWORKING POINT
WELDED WIRE FABRICWEIGHT
TRANSFORMER
WAINSCOT
WELDED
WAREHOUSEWINDOWWOODWATER CLOSET
VESTIBULEVERTICALVINYL COMPOSITION TILEVARIABLE AIR VOLUME
WATTWITH
FIBERGLASS REINFORCED PANEL
FIRE EXTINGUISHER CABINET
ELECTRIC WATER COOLERELECTRIC WATER HEATER
FIRE DEPARTMENT CONNECTION
FINISH FLOOR
FOLDING PANEL WOOD DOORFOLDING PANEL PARTITION
HOLLOW CORE NATURAL FINISHHOLLOW CORE PAINT FINISH
ASSYASBARCHAPPROX
BLKGBLDG
BBDBAT
BLW
BRKR
CAB
BUR
CARPCAT
BTU
BLO
CHBD
CEM
CFM
CHEMCHWR
CLG
CHWS
CMUCMT
CLOCLRM
CND
CONCCOMPCOMM
CONF
COLCO
CJCL
CICIR
CF
CB
BOBM
BLR
BD
CLOSET
CERAMIC MOSAIC TILECLASSROOM
CLEANOUT
CONCRETECOMPOSITIONCOMMUNICATION
CONFERENCE
CONCRETE MASONRY UNIT
COLUMN
CONDUIT
CHALKBOARD
CURB FACECUBIC FEET PER MINUTE
CHEMICALCHILLED WATER RETURN
CONTROL JOINT
CAST IRONCHILLED WATER SUPPLY
CENTERLINECEILING
CIRCLE
HDR
HGT.
HORIZ.H.M.
HDWD.HDW.
HCN
HDBD. HCP
H.B.
GYP.
HEADER
HEIGHT
HORIZONTALHOLLOW METAL
HARDWOODHARDWARE
HOSE BIBB
GYPSUM
HARDBOARD
GB
GPMGR.
GND. GLU.LAM.GL.
G.
GALV. GA.
FXTRFURR.FTG.
GRAB BAR
GRADE
GROUNDGALLONS PER MINUTE
GLUE LAMINATEDGLASS
FURRINGFOOTING
FIXTURE
GALVANIZEDGAGEGAS
BOTTOM OF
CATCH BASIN
BUILT UP ROOFINGBRITISH THERMAL UNIT
CATALOG
CEMENT
CABINETCARPET
BREAKER
BELOWBEAM
ARCHITECTAPPROXIMATELY
BLOCKING
BULLETIN BOARD
BOILERBLOWER
BUILDINGBOARD
ASSEMBLY
BATTERY
ASBESTOS
FPP
F.R.P.F.S.FT.
F.R.A.
FPW
FLUOR.FLR.FLASH.
FIN.
FIRE RATED ASSEMBLY
FLOOR SINKFOOT OR FEET
FLOORFLASHING
FLUORESCENT
FINISH
FDC
F.E.C.
F.H.
F.F.
F.E. FDN
F.A. FCF.D.
F
EXT.
FIRE EXTINGUISHERFOUNDATION
FIRE HYDRANT
EXTERIOR
FLOOR DRAIN
FIRE ALARMFOOTCANDLE
FACTORY FINISH
ACOUSACT
ADJ
AGGR
ADH
AMPANOD
ALUM
AFP
ALT
AFF
AD
ACP
AB
#
@
&
ACOUSTICAL TILE
AREA DRAINACOUSTICAL
ALTERNATE
ABOVE FINISH FLOORADJACENT
AGGREGATEACCORDIAN FOLDING PARTITION
ANODIZED
ALUMINUMAMPERE
ADHESIVE
DIAMETER OR ROUNDCENTERLINE
ACOUSTICAL PANEL
ANCHOR BOLT
NUMBER
ATANGLEAND
ENTR ENTRANCE
EST.
EXP. EXIST. EXH
E.W.C.EWH
EQ. EQUIP.
EP
ESTIMATE
EXISTINGEXHAUST
EXPANSION
EQUALEQUIPMENT
EPOXY ENAMEL
ENGENGY
EMER. ELEV.
ENCL.
E.J.ELEC.
EA.
ENGINEERENERGY
ENCLOSUREEMERGENCYELEVATION
EXPANSION JOINTELECTRICAL
EACH
STSTAG
SST.
STL.STD.
STRUCT.STORSTN
STC
SUSP.
SWBD
SWRSYM.
SWGR
T. T. & B.
TDTECH
T. & G.
SYS
SURF
TEMP.
THRUTHRES.THK
TOTT.O.P.
TYP.
TRNSF.
TKBD
UGNDUNFIN.U.N.O.
V
TEL.
PR.PREFAB
PNLPOS
PLYWD.PLFPLBG
P.L.
PLAT.PLAS.
PERP
PG
PIVP.H.
PEPF
PC
PERF
PBDPB
PREFABRICATEDPAIRPOSITIVEPANEL
POUNDS PER LINEAR FOOTPLUMBING
PLYWOOD
PROPERTY LINE
PLATFORMPLASTER
PERPENDICULARPAINT EGGSHELL
POST INDICATOR VALVE
PAINT GLOSSPANIC HARDWARE
PAINT FLAT
PORTLAND CEMENTPARTICLEBOARD
PERFORATED
PULL BOX
OPP.OVHD
PART.
OPNG.
OFOIOFF
O.F.O.D.
OFCI
O.A. O.C.
N.T.S. NOM.
NEG
NO.N.I.C.
NAT.(N)
OWNER FURNISHED-CONTRACTOR
INSTALLED
OPPOSITEOVERHEAD
PARTITION
OPENING
OVERFLOW DRAINOUTSIDE DIAMETER
INSTALLED
OWNER FURNISHED-OWNEROFFICE
OVERALLON CENTER
NOT TO SCALENOMINAL
NOT IN CONTRACTNEGATIVE
NUMBER
NATURALNEW
UNFINISHEDUNDERGROUND
UNLESS NOTED OTHERWISE
VOLT
TYPICAL
TRANSFORMER
TACKBOARDTHROUGHTHRESHOLD
TEMPERATURE
TOP OF PARAPETTOTAL
THICK
SWITCHBOARD
TONGUE AND GROOVE
TECHNICALTRENCH DRAIN
TOP AND BOTTOMTREAD
SWITCHGEAR
SYMBOLSYSTEM
TELEPHONE
SEWER
STANDARDSOUND TRANSMISSION CLASSSTAGGERED
STAINLESS STEEL
STRUCTURALSTORAGE
SUSPENDEDSURFACE
STEELSTAIN FINISH
STREET
S.C. S.B.
SCP
SCHED. SCN
S.D.
SFSECT.
SIM. SHT.
SPLYSPEC.
SCPL
S.SK.
MED
MISC.
MTD.
MVBLMUL.
MTL.MKR
MHMIN.MIR
MFR.MEZZ
MECH.MCCMAX.MATL.MASMANMAINT
MEDIUM
MISCELLANEOUS
MOUNTEDMULLIONMOVABLE
MARKERMETAL
MANUFACTURERMANHOLEMINIMUMMIRROR
MEZZANINE
MOTOR CONTROL CENTERMECHANICAL
MAXIMUMMATERIALMASONRYMANUALMAINTENANCE
SECTION
SQUARESUPPLYSPECIFICATIONS
SIMILAR
SQUARE FOOT
SERVICE SINKSQ.
SHEET
SCHEDULESOLID CORESPLASH BLOCK
SOLID CORE NATURAL FINISHSOLID CORE PAINT FINISH
STORM DRAINSOLID CORE P.LAM FINISH
MATERIAL SYMBOLSREFERENCE SYMBOLS
ABBREVIATIONS
AC ASPHALTIC CONCRETE
CTSK COUNTERSUNK
DG DECOMPOSED GRANITE
LAM. LAMINATED
LTF LINOLEUM TILE FLOORING
I.D. INSIDE DIAMETER
G.I. GALVANIZED IRON
F.R. FIRE RETARDANT
F.O.S. FACE OF STUD
F.O.F. FACE OF FINISHF.O.C. FACE OF CONCRETE F.O. FACE OF
F.O.M. FACE OF MASONRY
F.L. FLOW LINE
F.G. FINISHED GRADE
EXPSD. EXPOSED
(E) EXISTING
VFWC VINYL FABRIC WALL COVERING
UR. UTIL
U.O.S.URINALUTILITY
UNDERSIDE OF STRUCTURE
TW TOP OF WALL
T.O. TOP OF
T.P. TOP OF PAVING
T.G. TOP OF GRATE
T.C. TOP OF CURB
SV SHEET VINYL
SLR SEALER
R.T.F. RUBBER TILE FLOORING
P.LAM. PLASTIC LAMINATEPL. PLATE
PD PLANTER DRAIN
CL
SUMMARY OF WORK1. STRUCTURAL FOUNDATION AND BRACING FOR (1) PREFABRICATED ROCKET SCULPTURE.
PROJECT DIRECTORY
OWNERORANGE COAST COLLEGECOAST COMMUNITY COLLEGE DISTRICT2701 FAIRVIEW ROADCOST MESA, CA 92626PHONE: (626) 933-1000
ARCHITECT
ARCHITECTURALAS-1
T-2COVER SHEET
GENERAL
(NO. OF DRAWINGS - 2)
SHEET INDEX AND GENERAL NOTES
OVERALL CAMPUS SITE PLAN
(NO. OF DRAWINGS - 2)
T-1
SHEET INDEX
ENLARGED PLAN & DETAILSAS-2
DRAWINGS TOTAL - 8
STRUCTURAL (*) (NO. OF DRAWINGS - 4)
GENERAL NOTESS-0.1S-0.2
S-2.1
GENERAL NOTES
DROP TANK POOL ELEVATION & DETAIL
GENERAL REQUIREMENTS
1. ALL WORK TO CONFORM TO 2016 EDITION TITLE 24, CALIFORNIA CODE OF REGULATIONS (CCR)
2. CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE MADE BY ADDENDA OR CONSTRUCTION CHANGE DOCUMENTSAPPROVED BY THE DIVISIONS OF THE STATE ARCHITECT, AS REQUIRED BY SECTION 4-338, PART 1, TITLE 24, CCR.
3. A 'DSA CERTIFIED' PROJECT INSPECTOR EMPLOYED BY THE DISTRICT (OWNER) AND APPROVED BY THE DIVISION OF THE STATE ARCHITECTSHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES OF THE INSPECTOR ARE DEFINED IN SECTION 4-342, CALIFORNIABUILDING STANDARDS ADMINISTRATIVE CODE (PART 1, TITLE 24 CCR). DSA INSPECTOR SHALL HAVE CLASS - 3 CERTIFICATION, MINIMUM.
4. A DSA ACCEPTED TESTING LABORATORY DIRECTLY EMPLOYED BY THE SCHOOL BOARD SHALL CONDUCT ALL THE REQUIRED TESTS ANDINSPECTIONS FOR THE PROJECT.
APPLICABLE CODES
APPLICABLE CODES AS OF JANUARY 1, 2017:
2016 BUILDING STANDARDS ADMINISTRATIVE CODE, PART 1, TITLE 24 C.C.R.
2016 CALIFORNIA BUILDING CODE (C.B.C.), PART 2, TITLE 24 C.C.R.(2015 INTERNATIONAL BUILDING CODE OF THE INTERNATIONAL CODE COUNCIL, WITH CALIFORNIA AMENDMENTS)
2016 CALIFORNIA ELECTRICAL CODE (C.E.C.), PART 3, TITLE 24 C.C.R.(2014 NATIONAL ELECTRICAL CODE OF THE NATIONAL FIRE PROTECTION ASSOCIATION, NFPA )
Statement of General Conformance
(Application No. _____________________File No._________________)
The drawings or sheets listed on the cover or index sheet [marked by asterisk (*) ]This drawing, page of specifications/calculations
have been prepared by other design professionals or consultants who are licensed and/orauthorized to prepare such drawings in this state. It has been examined by me for:
1) design intent and appears to meet the appropriate requirements of Title24, California Code of Regulations and the project specificationsprepared by me, and
2) coordination with my plans and specifications and is acceptable for incorporation into theconstruction of this project.
This Statement of General Conformance "shall not be construed as relieving me of myrights, duties, and responsibilities under Sections 17302 and 81138 of the Education Code andSections 4-336, 4-341 and 4-344" of Title 24, Part 1. (Title 24, Part 1, Section 4-317 (b))
I find that: All drawings or sheets listed on the cover or index sheetThis drawing or page
is/are in general conformance with the projectdesign, andhas/have been coordinated with the projectplans and specifications.
is/are in general conformance with the projectdesign intent, andhas/have been coordinated with the projectplans and specifications.
Signature Date Signature DateArchitect or Engineer designated to be ingeneral responsible charge
Architect or Engineer delegated responsibilityfor this portion of the work
Print Name
License Number Expiration Date
Print Name
License Number Expiration Date
S-1.1 TYPICAL DETAILS
file name:
drawn by: checked by:
drawing no.:
drawing of
arch
itectu
repla
nning
inter
iors
tBP/
Arch
itectu
re46
11 T
eller
Ave
nue
Newp
ort B
each
, CA
9266
0ph
: 949
.673.0
300
fx: 94
9.732
.3895
consultant
agency
owner
date:
drawing title:
description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
ORAN
GE C
OAST
COL
LEGE
COST
A ME
SA, C
ALIF
ORNI
A 92
626
2701
FAI
RVIE
W R
OAD
COAS
T CO
MMUN
ITY
COLL
EGE
DIST
RICT
21031.00
11/18/2019
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
STRUCTURALVCA ENGINEERS, INC.2151 MICHELSON DRIVE, SUITE 242IRVINE, CA 92612CONTACT PERSON: YOUNG NAMPHONE: (949) 679-0870
tBP/ARCHITECTURE4611 TELLER AVENUENEWPORT BEACH, CA 92660CONTACT PERSON: BOB DEMMONDPHONE: (949) 673-0300
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20
OVERALL CAMPUSSITE PLAN
AS-1 SITE PLAN
SCALE: 1"=120'
1. LOCATIONS OF ALL UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL EXERCISEEXTREME CAUTION IN EXCAVATING AND TRENCHING TO AVOID INTERCEPTING EXISTING PIPING ORCONDUITS. THE ARCHITECT IS NOT RESPONSIBLE FOR THE LOCATION OF UNDERGROUND UTILITIESOR STRUCTURES WHETHER OR NOT SHOWN OR DETAILED AND INSTALLED BY OTHER CONTRACTS.THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER SHOULD SUCH UNIDENTIFIEDCONDITIONS BE DISCOVERED. THESE DRAWING DO NOT INCLUDE NECESSARY COMPONENTS FORCONSTRUCTION SAFETY.
2. VERIFY ALL EXISTING AND FINISH GRADES, DIMENSIONS AND SITE CONDITIONS BEFORECOMMENCING WORK AND REPORT ANY DISCREPANCIES TO THE ARCHITECT.
GENERAL NOTES
NORTHPROJECT
file name:
drawn by: checked by:
drawing no.:
drawing of
arch
itectu
repla
nning
inter
iors
tBP/
Arch
itectu
re46
11 T
eller
Ave
nue
Newp
ort B
each
, CA
9266
0ph
: 949
.673.0
300
fx: 94
9.732
.3895
consultant
agency
owner
date:
drawing title:
description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
ORAN
GE C
OAST
COL
LEGE
COST
A ME
SA, C
ALIF
ORNI
A 92
626
2701
FAI
RVIE
W R
OAD
COAS
T CO
MMUN
ITY
COLL
EGE
DIST
RICT
21031.00
11/18/2019
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
NORTHTRUE
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20
ENLARGED PLAN& DETAILS
AS-2
NORTHPROJECT
file name:
drawn by: checked by:
drawing no.:
drawing of
arch
itectu
repla
nning
inter
iors
tBP/
Arch
itectu
re46
11 T
eller
Ave
nue
Newp
ort B
each
, CA
9266
0ph
: 949
.673.0
300
fx: 94
9.732
.3895
consultant
agency
owner
date:
drawing title:
description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
ORAN
GE C
OAST
COL
LEGE
COST
A ME
SA, C
ALIF
ORNI
A 92
626
2701
FAI
RVIE
W R
OAD
COAS
T CO
MMUN
ITY
COLL
EGE
DIST
RICT
21031.00
11/18/2019
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
NORTHTRUE
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20
GENERAL NOTES:
1. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE
SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR
TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL
CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE
CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR
SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD
PRIOR TO FABRICATION AND INSTALLATION. DETAILS OF CONSTRUCTION NOT
SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR
CONSTRUCTION.
2. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST
ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE
OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) AND STRUCTURAL
ENGINEER OF RECORD (SEOR). ALL DIMENSIONS RELATED TO EXISTING
CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE
TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNS UNO.
3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE SEOR
AND ARCH OF ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND
OTHER DRAWINGS; OR EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM
THOSE SHOWN ON DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE
CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE
BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH THE
AFFECTED PARTIES.
4. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. UNLESS
OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE
CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH
MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF
LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE
SITE BY THE ARCHITECT OR SEOR SHALL NOT INCLUDE OBSERVATION OF THE
ABOVE ITEMS.
5. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL
DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR
GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND
PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER
DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE
MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE SEOR SHALL BE
OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE
STRUCTURAL DOCUMENTS.
6. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT
SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF
CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO
THIS PROJECT. THE ARCHITECT, SEOR, AND THE OWNER DO NOT ACCEPT ANY
RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE
REQUIREMENTS.
7. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E).
8. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE
STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT
IN AN UNBALANCED CONDITION.
STRUCTURAL DESIGN CRITERIA:
STRUCTURAL CONCRETE NOTES:
1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI 318-14 .
2. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO
AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES, HOPPERS AND
VERTICAL CHUTES OR TREMIE SHALL BE USED. CHUTES OR TRUNKS SHALL BE OF
VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT
EXCEED SIX FEET. A SUFFICIENT NUMBER OF CHUTES OR TRUNKS SHALL BE USED TO
ENSURE THE CONCRETE IS KEPT LEVEL AT ALL TIMES.
3. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE
ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE
MORTAR MATRIX, DAMPEN THE JOINT PROR TO POUR CONC. SLUSH WITH A COAT OF
NEAT CEMENT BEFORE PLACING CONCRETE. SEE PLANS AND DETAILS FOR LOCATION
AND TYPE OF CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION
JOINTS NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED FOR APPROVAL BY THE
EOR PRIOR TO PLACING ANY CONCRETE.
4. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA:
a. SLUMP MEASURED PRIOR TO SUPERPLASTICIZER, WHERE OCCURS.
5. CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF THE
BUILDING CODE . ALL CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED
TESTING LAB STAMPED AND SEALED BY A LICENSED CALIFORNIA CIVIL ENGINEER AND
SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO CONCRETE PLACEMENT.
STRUCTURAL CONCRETE MIXES SHALL CONSIST OF 5 SACK MINIMUM, UNO.
6. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33
(HARDROCK). AGGREGATES IN LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM
C-330.
7. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO DSA AND THE
SEOR.
8. PORTLAND CEMENT SHALL BE TYPE II FOR ALL CONCRETE CONFORMING TO ASTM
C150, LOW ALKALI. MILL TESTS WITH CERTIFICATES OF COMPLIANCE SHALL BE
SUBMITTED.
9. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F MAY BE
USED AS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A MAXIMUM OF 15%
TOTAL CEMENTITIOUS MATERIALS BY WEIGHT IF THE MIX DESIGN IS PROPORTIONED
PER ACI 318, SECTION 26.4.3.
10. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94.
11. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS OF
CEMENT PER CUBIC YARD OF CONCRETE.
12. DRYPACK OR NONSHRINK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE
STRENGTH OF 5000 PSI, AND CONSIST OF MASTERFLOW 713, FIVE STAR GROUT, SIKA
GROUT 212, EMBECO 636, OR APPROVED EQUAL. FOR THICK GROUT LAYERS FOLLOW
MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY
INCLUDE THE ADDITION OF PEA GRAVEL.
13. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN
MIX SHALL BE CLEAN AND POTABLE.
14. FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED
FLOORING FINISHES (I.E., GLUED, ETC.), THE MAXIMUM W/C RATIO SHALL NOT EXCEED
0.46. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECIEVE FINISHES SHALL
BE COMPATIBLE WITH TILE AND ADHESIVES OR GROUTS IN ACCORDANCE WITH
MANUFACTURER'S DATA AND BE APPROVED BEFORE USE.
15. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION
FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS OTHERWISE ACCEPTED BY
SEOR.
16. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, WALL OFFSETS, CHAMFERS,
KERFS, DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC. PROVIDE SLEEVES
FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS WHERE SHOWN ON
THESE DRAWINGS. CORING IS NOT PERMITTED WITHOUT PRIOR APPROVAL BY THE
SEOR.
17. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED
WITH 3/4" CHAMFER, UNO.
18. SUBMIT PRODUCT DATA, SHOP DRAWINGS, AND SUBMITTALS PRIOR TO FABRICATION.
DESIGN DATA, TEST REPORTS, CERTIFICATES, MANUFACTUER'S INSTRUCTIONS,
MANUFACTURER'S FIELD REPORTS, AND QUALIFICATION STATEMENTS SHALL BE
INCLUDED IN SUBMITTALS.
LOCATION
FOUNDATIONS 3000 psi 1 1/2" 0.45 4"
ALL OTHER STRUCTURAL
CONCRETE NOT NOTED ABOVE
3000 psi 1" 0.45 6"
MIN-28 DAY
COMP STRENGTH
MAX
AGGREGATE
SIZE
MAX
W/C
RATIO
MAX
SLUMP
a
1. CODES:
ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING
CODE (CBC) 2016 EDITION, INCLUDING ALL AMENDMENTS. ALL STANDARDS
USED SHALL BE THE LATEST VERSION APPROVED BY THE CODE
ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT ISSUANCE UNLESS
SPECIFICALLY NOTED OTHERWISE.
2. SEISMIC DESIGN INFORMATION:
3. WIND DESIGN INFORMATION:
1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS
SHALL CONFORM TO THE STRUCTURAL WELDING CODE-STEEL, AMERICAN
WELDING SOCIETY (AWS), D1.1 AND THE AISC "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS".
2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD
QUALIFICATION TESTS, AND SHALL BE CERTIFIED FOR THE WORK THEY
ARE PERFORMING.
3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH
WELDING PROCEDURE SPECIFICATIONS (WPS) SUBMITTED BY THE
CONTRACTOR AND REVIEWED BY THE SEOR AND PROJECT WELDING
INSPECTOR. THE WPS SHALL BE IN ACCORDANCE WITH AWS D1.1-D1.4
CURRENT EDITION.
4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1
USING E80XX ELECTRODES UNLESS OTHERWISED NOTED.
5. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4
USING E80XX ELECTRODES.
6. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN
ACCORDANCE WITH AWS D1.3.
7. ALL FULL PENETRATION WELDS SHALL BE ULTRA-SONIC TESTED PER AWS
D1.1.
8. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS.
ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH.
9. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL
STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE,
SECTION 10.
10. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO
OCCUR. THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD
WELDING NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL
ASSOCIATED COSTS WITHIN THE BASE BID.
11. WHERE WELDS ARE DESIGNATED AS DEMAND CRITICAL, THEY SHALL BE
MADE WITH A FILLER METAL CAPABLE OF PROVIDING A MINIMUM CHARPY
V-NOTCH (CVN) TOUGHNESS OF 20 FT-LB AT -20°F AND 40 FT-LB AT 70°F.
SEE AISC 341-10 SECTION A3.4b FOR ADDITIONAL REQUIREMENTS.
12. ALL WELDS WITHIN MEMBERS DESIGNATED AS PART OF THE LATERAL
FORCE RESISTING SYSTEM (LFRS) SHALL CONFORM TO THE DETAILING,
MATERIALS, WORKMANSHIP, TESTING, AND INSPECTION REQUIREMENTS
PER AWS D1.8.
WELDING NOTES:
I = 1.00RISK CAT. II SITE CLASS D
S
S
= 1.603 S
1
= 0.591 S
DS
= 1.069 S
D1
= 0.591
1. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING
PRODUCTION AND FABRICATION OF STRUCTURAL ELEMENTS.
2. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM
THOSE SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL
BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT
CONDITIONS.
3. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED.
4. ALL EXISTING (E) CONNECTIONS AT ELEMENTS TO BE REPLACED SHALL BE
REPLACED OR RE-ATTACHED TO MATCH EXISTING CONDITIONS.
5. VERIFY LOCATION OF EXISTING (E) REBAR BEFORE FABRICATION USING
NON-DESTRUCTIVE TESTING.
6. SPECIAL INSPECTION IS REQUIRED FOR ALL WORK.
7. SEE "AS BUILT" DRAWINGS FOR EXISTING BUILDING DESIGN FOR ITEMS NOT
SHOWN OR NOTED.
EXISTING CONDITIONS NOTES:
AB ANCHOR BOLT
ABV ABOVE
ADDT'L ADDITIONAL
ADJ ADJACENT
AFF ABOVE FINISH FLOOR
ALT ALTERNATE
ARCH ARCHITECT(URAL)
BLDG BUILDING
BLKG BLOCKING
BLW BELOW
BM BEAM
BN BOUNDARY NAILING
B.O. BOTTOM OF
BOTT BOTTOM
BRG BEARING
BS BOTH SIDES
BTWN BETWEEN
C CAMBER
CIP CAST IN PLACE
CJ CONTROL/
CONSTRUCTION JOINT
CL CENTERLINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONT CONTINUOUS
CP COMPLETE PENETRATION
CSK COUNTERSINK
CTR(D) CENTER(ED)
D
B
BAR OR BOLT DIAMETER
DBL DOUBLE
DEMO DEMOLITION
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DO DITTO
DWG DRAWING
(E) EXISTING
EA EACH
EF EACH FACE
EJ EXPANSION JOIST
EMBED EMBEDMENT
ELEC ELECTRICAL
ELEV ELEVATION
EN EDGE NAILING
E.O. EDGE OF
EOR ENGINEER OF RECORD
EQ EQUAL
EQUIP EQUIPMENT
ES EACH SIDE OR EDGE SCREW
EW EACH WAY
EXP EXPANSION
EXT EXTERIOR
FIN FINISH
FLR FLOOR
FN FIELD NAILING
FND FOUNDATION
F.O. FACE OF
FS FAR SIDE OR FIELD SCREW
FRMG FRAMING
FT FOOT OR FEET
FTG FOOTING
G GIRDER
GA GAGE
GALV GALVANIZED
HAB HEADED ANCHOR BOLT
HD HOLDDOWN
HDR HEADER
HGR HANGER
HK HOOK
HORIZ HORIZONTAL
HP HIGH POINT
HS HIGH STRENGTH
HSS HOLLOW STRUCTURAL STEEL
HT HEIGHT
IN INCH
INT INTERIOR
JST JOIST
KLF KIPS PER LINEAR FOOT
KSL KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
L ANGLE
LFRS LATERAL FORCE
RESISTING SYSTEM
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LP LOW POINT
LWC LIGHTWEIGHT CONCRETE
MAX MAXIMUM
MB MACHINE BOLT
MECH MECHANICAL
MFR MANUFACTURER
MIN MINIMUM
MTL METAL
(N) NEW
NS NEAR SIDE OR NON-SHRINK
NTS NOT TO SCALE
NWC NORMAL WEIGHT CONCRETE
OC ON CENTER
O.F. OUTSIDE FACE
OH OPPOSITE HAND
OPNG OPENING
PDF POWDER DRIVEN FASTENER
PJ PANEL JOIST
PL PLATE
PLC(S) PLACE(S)
PLF POUND PER
LINEAR FOOT
PLYWD PLYWOOD
PREFAB PREFABRICATED
PSF POUND PER SQUARE FOOT
PSI POUND PER SQUARE INCH
PT PRESSURE TREATED OR
POST TENSION
QTY QUANTITY
RAD, R RADIUS
REF REFERENCE
REINF REINFORCING
REQD REQUIRED
SB SILL BOLT
SC SAW CUT OR SLIP CRITICAL
SCHED SCHEDULE
SEOR STRUCTURAL ENGINEER
ON RECORD
SHTG SHEATHING
SIM SIMILAR
SMS SHEET METAL SCREW
SN SILL NAIL
SOG SLAB ON GRADE
SQ SQUARE
SS STAINLESS STEEL
STD STANDARD
STGRD STAGGERED
STIFF STIFFENER
STL STEEL
STRUCT STRUCTURAL
T&B TOP AND BOTTOM
THK THICK
T.O. TOP OF
TOM TOP OF MASONRY
TOS TOP OF STEEL
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
W/ WITH
W/O WITHOUT
WF WIDE FLANGE
WLD WELDED
WO WHERE OCCURS
WP WORK POINT
WT WEIGHT
WWF WELDED WIRE FABRIC
Ø DIAMETER
EFERENCE ELEVATION
OR WORK POINT
I = 1.00OCCUPANCY CAT. II EXPOSURE C
BASIC WIND SPEED V
fm
= 110 MPH
LFRS : STEEL ORDINARY CANTILEVER COLUMN SYSTEM
R = 1.25 C
d
= 1.25 Ω = 1.25 C
s
= 0.93
1. NO SOILS REPORT AVAILABLE; THEREFORE, MINIMUM VALUES USED PER
2016 CBC.
2. ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF
ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF PER FT OF DEPTH
3. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND
CONDITIONS INDICATED IN THE 2016 CBC. A GEOTECHNICAL ENGINEER
SHALL OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING
CONCRETE.
4. SUBSURFACE SOIL PREPARATION:
A. ALL EXISTING UNDOCUMENTED FILL SHALL BE REMOVED AND
RECOMPACTED. ALL TOPSOILS SHALL BE REMOVED AS REQUIRED BY
THE GEOTECHNICAL ENGINEER.
B. GEOTECHNICAL ENGINEER SHALL BE RETAINED DURING THE
OVEREXCAVATION PROCESS. THE ACTUAL DEPTH OF REMOVAL WILL
BE DETERMINED DURING GRADING OPERATIONS.
C. OFFSITE FILL MATERIAL SHALL BE APPROVED BY THE GEOTECHNICAL
ENGINEER PRIOR TO PLACEMENT.
5. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO.
6. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND
SHALL BE USED FOR BIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON
FIRM UNDISTURBED SOIL OR ENGINEERED FILL, IN ACCORDANCE WITH
THE 2016 CBC AND DETAILS SHOWN.
7. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED
DURING EXCAVATION AND BACKFILLING.
8. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING
AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS WITH THE
APPROVAL OF THE GEOTECHNICAL ENGINEER. FLOODING IS NOT
PERMITTED.
9. ALL TRENCHES SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS.
10. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT
FOUNDATION INSPECTION, THE SOILS ENGINEER SHALL ADVISE THE
BUILDING OFFICIAL IN WRITING THAT:
A. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE 2016
CBC.
B. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND
COMPACTED.
C. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE
2016 CBC.
FOUNDATION NOTES: TYPICAL ABBREVIATIONS:
file name:
drawn by: checked by:
drawing no.:
drawing of
arch
itectu
repla
nning
inter
iors
tBP/
Arch
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each
, CA
9266
0ph
: 949
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300
fx: 94
9.732
.3895
consultant
agency
owner
date:
drawing title:
description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
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21031.00
11/18/2019
-
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
E N G I N E E R S I N C
2151 Michelson Dr. #240Irvine, CA 92612Tel. 949.679.0870Fax. 949.679.9370Project No.: F503
V C A
C I V I L
Quality
Service
Commitment
S T R U C T U R A L DBEMBE SBE
GENERAL NOTES
S-0.1
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20
REINFORCING STEEL NOTES:
1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM
TO THE STANDARD OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC),
AS CONTAINED IN THE LATEST EDITION OF "AISC MANUAL OF STEEL
CONSTRUCTION".
2. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE.
TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL
OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.
3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL UNO:
4. EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE HIGH STRENGTH BOLTS.
5. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF
STEEL CONSTRUCTION" AND SHALL BE SUBMITTED ON SHOP DRAWINGS FOR
REVIEW BY SEOR PRIOR TO FABRICATION.
6. ALL WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL BE
NELSON, OR EQUIVALENT, AND WELDED (IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS BY CERTIFIED WELDERS) SO AS TO FULLY DEVELOP THE
TENSILE CAPACITY OF THE CONNECTOR.
7. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE
CURRENT EDITION OF THE "AISC SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 OR A490 BOLTS". SLIP CRITICAL BOLTS (SC) SHALL BE USED FOR ALL
"LATERAL FORCE RESISTING SYSTEM" (LFRS) MEMBER STEEL-TO-STEEL
CONNECTIONS. TIGHTEN SLIP CRITICAL BOLTS USING ONE OF THE FOLLOWING:
TWIST-OFF BOLTS, TENSION CONTROL CALIBRATED WRENCH OR DIRECT TENSION
INDICATORS. HIGH STRENGTH BOLTS NOT IN THE LFRS MAY BE INSTALLED HAND
TIGHT.
8. BOLTS WITH UPSET THREADS ARE NOT ALLOWED. USE THE APPROPRIATE NUT
AND WASHER TYPE FOR THE SPECIFIED BOLT.
9. ALL STEEL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR.
10. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED
TO THE ELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION UNLESS A
WEATHER PROOF COATING IS SPECIFIED BY THE ARCHITECT UNO. STAINLESS
AND WEATHERING STEELS ARE EXCEPTED WHERE SPECIFIED.
11. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER
ITEMS NOT SHOWN IN THESE DRAWINGS. WHERE STEEL IS EMBEDDED IN
CONCRETE OR MASONRY, PROVIDE HOLES AS REQUIRED FOR PASSAGE OF
CONTINUOUS REINFORCING BARS WHERE INDICATED ON DRAWINGS. DO NOT CUT
HOLES IN STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF SEOR.
12. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW
TO CURE BEFORE APPLYING LOADS. SEE NOTE 12 OF STRUCTURAL CONCRETE
NOTE 12 FOR GROUT INFORMATION.
13. ALL STEEL TUBES SHALL BE CAPPED AT ENDS.
14. SUBMIT SHOP AND ERECTION DRAWINGS PRIOR TO FABRICATION .
PREPARE ERECTION DRAWINGS BY STATE REGISTERED STRUCTURAL ENGINEER.
SHOW WELDED CONNECTIONS. LENGTHS OF WELDS, PROFILES, SIZES, SPACING
AND LOCATIONS OF ALL MEMBERS, ATTACHMENTS, ANCHORAGES. FRAMED
OPENINGS SIZE AND TYPE OF FASTENERS, CAMBERS AND LAND LOADS.
CONTRACTOR IS RESPONSIBLE FOR DIMENSIONS ON SHOP DRAWINGS.
STRUCTURAL STEEL GRADES:
A. ALL WIDE FLANGE SECTIONSASTM A992
B.
SQUARE OR RECTANGULAR HOLLOW STRUCTURAL
SECTIONS (HSS)
ASTM A500, GRADE B
(F
y
=46 KSI)
C.
ROUND HOLLOW STRUCTURAL SECTIONS (HSS)
ASTM A500, GRADE B
(F
y
=42 KSI)
D. PIPES
ASTM A53 TYPE E OR S,
GRADE B, (F
y
=35 KSI)
E. PLATES, ANGLES, CHANNELS & TEESASTM A36
F. MACHINE BOLTS (MB)ASTM A307
G. HIGH STRENGTH BOLTS (HSB)ASTM A325 TYPE N
H. WELDED HEADED STUDSASTM A108
I. THREADED RODS FOR ANCHOR BOLTSASTM F1554, GRADE 55
1. REINFORCING GRADES FOR CONCRETE OR MASONRY:
A. ALL BARS EXCEPT THOSE TO BE WELDED................. ASTM A615, GRADE 60
B. TIES AND STIRRUPS .................................................. ASTM A615, GRADE 60
C. WELDED WIRE FABRIC ............................................... ASTM A185
D. ALL BARS TO BE WELDED ........................................ ASTM A706, GRADE 60
2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE
OF ALL REINFORCEMENT AS FOLLOWS (UNO):
PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS.
WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR
LONGITUDINAL BARS IS ADEQUATE.
3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE
REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE".
EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM
SPACING OF 24" OC. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT
REINFORCING IN POSITIONS SHOWN ON THE PLANS.
4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN WALLS, WALL
FOOTINGS, ETC., SHALL HAVE A CLASS "B" LAP (1'-6" MIN) AND THE SPLICES IN
ADJACENT BARS SHALL BE NOT LESS THAN 5'-0" APART. VERTICAL WALL BARS
SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARS MAY BE WIRED
TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINFORCING OF BEAMS
AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED
WIRE FABRIC SHALL BE LAPPED 12" MINIMUM.
5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN
CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE.
NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED
ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
6. BEND REINFORCING BARS COLD.
7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.
8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME
GRADE, SIZE AND SPACING AS THE MAIN REINFORCING UNO.
9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN
THE FINAL IN PLACE INSPECTION IS MADE.
10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
COATED WHEN RESTING ON EXPOSED SURFACES.
CONDITION COVER
CONCRETE POURED AGAINST EARTH3"
CONCRETE POURED IN FORMS AND EXPOSED TO WEATHER OR EARTH
- #6 BARS AND LARGER2"
- #5 BARS AND SMALLER 1 1/2"
INTERIOR COLUMNS AND BEAMS 1 1/2"
INTERIOR WALL FACES AND RAISED SLABS 1 1/2"
STRUCTURAL SLABS ON GRADE
- FROM BOTTOM OF SLAB2"
- FROM TOP OF SLAB 1 1/2"
OTHER CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR
#11 BARS AND SMALLER
3/4"
1. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN
LATERAL-FORCE-RESISTING SYSTEM, DESIGNATED ON PLANS SHALL
SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING
OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON
THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF
RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:
A. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL
REQUIREMENTS.
B. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN
CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED
BY THE BUILDING OFFICIAL.
C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE
CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF
REPORTING AND THE DISTRIBUTION OF THE REPORTS.
D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S)
EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE
ORGANIZATION.
CONTRACTOR RESPONSIBILITY NOTE:
STRUCTURAL STEEL NOTES:
1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE
INSPECTIONS DURING CONSTRUCTION. THE SPECIAL INSPECTOR SHALL BE A
QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE
SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR
TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.
2. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE
PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH
WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS MUST SUBMIT A
CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS STRUCTURAL
STEEL, PRECAST CONCRETE, GLUED LAMINATED TIMBER, ETC.
3. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS.
JOB SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT
CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL
INSPECTOR.
4. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO DSA AND SEOR. THE FINAL
REPORTS BY THE SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE ENTIRE
STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS.
5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE
INSPECTIONS ARE PERFORMED.
6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL
INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS PERFORMED AND
AT THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF
FULL-TIME INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR
INTERMITTENT INSPECTION.
7. THE FOLLOWING SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE
BUILDING OFFICIAL. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE.
8. REFER TO DSA 103 SPECIAL INSPECTION FORM FOR ALL TEST AND INSPECTION
REQUIRED, AS WELL AS CALIFORNIA BUILDING CODE CHAPTER 17A.
STATEMENT OF SPECIAL INSPECTIONS:
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description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
ORAN
GE C
OAST
COL
LEGE
ROCK
ET SC
ULPT
URE
COST
A ME
SA, C
ALIF
ORNI
A 92
626
2701
FAI
RVIE
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OAD
COAS
T CO
MMUN
ITY
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EGE
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21031.00
11/18/2019
-
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
E N G I N E E R S I N C
2151 Michelson Dr. #240Irvine, CA 92612Tel. 949.679.0870Fax. 949.679.9370Project No.: F503
V C A
C I V I L
Quality
Service
Commitment
S T R U C T U R A L DBEMBE SBE
GENERAL NOTES
S-0.2
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20
SCALE: N.T.S.
POLE BASE PLATE
4
SCALE: N.T.S.
DROP TANK MOUNTING PLATES
7
SCALE: N.T.S.
ANCHOR BOLT DETAIL
8
SCALE: N.T.S.
POLE DATA
9
SCALE: N.T.S.
DROP TANK BRACKET
11
SCALE: N.T.S.
STAINLESS STL. SADDLE
12
SCALE: N.T.S.
DETAIL
13
SCALE: N.T.S.
DETAIL
14
SCALE: N.T.S.
DETAIL
15
SCALE: N.T.S.
DETAIL
16
SCALE: N.T.S.
TYPICAL REINFORCEMENT DETAIL AND DEVELOPMENT LENGHTS
1
d
b
4d
b
(#3, #4, & #5)
6d
b
(#6, #7, & #8)
90° BEND
135° BEND
6
d
b
3
"
M
I
N
INSIDE BEND DIAM D, TYP
90°
HOOK
DE
TA
ILIN
G
DIM
EN
SIO
NIN
G
6d
b
(#3, #4, #5), 3" MIN
12d
b
(>#5)
A
B
NOTES:
1. L
dh
- HOOK DEVELOPMENT LENGTH.
2. L
d
- DEVELOPMENT LENGTH.
3. SEE BUILDING CODE AND ACI 318-14 VERSION FOR ALL REQUIREMENTS NOT NOTED.
4. FOR LIGHTWEIGHT CONCRETE MULTIPLY L
dh
AND L
d
VALUES SHOWN BY 1.3.
5. "TOP" BARS ARE HORIZONTAL WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW BARS. ALL
OTHER BARS ARE "OTHER" BARS.
6. STD HOOK L
dh
DOES NOT ACCOUNT FOR THE EFFECT OF TIES. CONFINED HOOK L
dh
MAY BE USED
WHERE ACI 318-14 25.4.3.1 APPLIES.
7. VALUES SHOWN ABOVE ARE FOR GRADE 60 (FY=60 KSI) REINFORCEMENT.
8. SPLICE LENGTHS SHOWN ARE FOR CLEAR SPACING NOT LESS THAN 2d
b
,
CONCRETE COVER NOT LESS THAN d
b
.
FINISHED BEND
DIAMETER "D" IN
INCHES
BAR SIZE
#9
#10
#11
#14
#18
9 1/2"
10 3/4"
12"
24"
18 1/4"
STANDARD HOOKS
d
b
12d
b
MIN
MIN HOOK EMBED
LENGTH L
dh
6d
b
(#8 & SMALLER)
8d
b
(#9, #10 & #11)
d
b
INSIDE BEND
DIAM D, TYP
90° HOOK
180° "U" HOOK
4d
b
MIN &
2 1/2" MIN
JOINT FACE @ STD HOOK,
OUTSIDE OF TIE @
CONFINED HOOK
2" MIN
COVER
2" MIN SIDE
COVER IS REQ'D
FOR STRAIGHT BAR EMBED,
USE DEVELOPMENT LENGTH L
d
D
E
CLOSED TIE / HOOP
F
ROUND HOOP
SPLICE LENGTH
CLASS B TYPICAL
CONTACT SPLICE
d
b
NON-CONTACT SPLICE
1/2" M
IN
6" M
AX
.
1:6 MAX SHOP
BEND ALLOWED
G
LAP SPLICES
BAR
SIZE
#3
#4
#5
#6
#7
#8
#9
#10
#11
6
8
10
12
14
16
18
20
22
22
29
36
43
63
72
81
91
101
TOP
29
38
47
56
82
94
106
119
132
23
29
102
91
81
72
63
43
37
3000 P
SI N
WC
L
dh
(in)
STD
HOOK
L
d
(in)
DEVELOPMENT
LENGTH
LAP
SPLICE (in)
CLASS B
OTHER
STD & CONFINED HOOKS
(NON-STIRRUP/TIE)
CAP / CROSS TIE
BEAM TIE / STIRRUP
STIRRUP & TIE HOOKS
(#8 & SMALLER ONLY)
6" O
VE
RLA
P
W
/ 90° H
OO
KS
TOPOTHER
17
22
28
33
48
55
62
70
78
C
"M"
BASE PLATE
CENTER HOLE
(10"Ø)
"Z"
"Y"
"S"
(4) - ANCHOR BOLTS WITH
(2) HEX NUTS AND (2) WASHERS
PER BOLT WITH THREADED
END GALVANIZED AT LEAST 12"
(FI554-GR 55)
"K"
"J"
"U"
POLE DATA
ITEMQTY
1 1
POLE SHAFT POLE BASE ANCHOR BOLT
BASE
DIA.
(IN)
TOP
DIA.
(IN)
12.00 9.48
LEGNTH
(FT)
18.00
GAUGE
OR THK.
(GA OR IN)
7 GA
SQUARE
"S"
(IN)
17.00
BOLT
CIRCLE
"Y"
(IN)
16.00
THK
"M"
(IN)
1.500
HOLE
"Z"
(IN)
1.75
DIA.
"K"
(IN)
1.50
LENGTH
"J"
(IN)
54.00
THREAD
LENGTH
"U"
(IN)
6.00
MOUNTING PLATE
"A"
17.00"
"B"
13.70"
"C"
1.00"
"D
1.25"
"E"
0.313"
"H"
0.75" X 4.00"
1
.
5
0
"
"D"
(0.31"
MAX)
TYP
"D" ("D"-0.06)
TYP
G
0
30
G
THE LESSER OF "D" OR "T"
T=TUBE WALL THK (0.25" MAX)
TYP
SIZE "H" HEX HEAD BOLTS (A325)
WITH HEX NUTS & WASHERS
17"W X 72"H X 1"THK
ATTACHMENT PLATE
"E" THICK
GUSSETS
ATTACHMENT
PER 11/-
"T"
TYP
"C"
"D"
30"72"
"B"
(TYP)
"A"
(TYP)
"A"
(TYP)
"B"
TYP
UNSCREW (E) RIGGING
EYE BOLT
3/4"Ø WELDED
THREADED ROD
(ASTM A307)
(E) THREADED LUG
(ASTM A307)
3"SQ X 1" THK PL
(ASTM A36)
2" Ø
3/16
3/16
3 1/2"
2 1/2" THREADED
INTO TANK
(E)THREADED LUG
(N)THREADED LUG
DROP
TANK BY
OTHERS
POLE PER
9
-
SEE DETAIL
FOR BASE PLATE INFO.
9
-
SEE DETAIL
FOR ANCHOR BOLT INFO.
9
-
(N)SADDLE
PER
TYP @ 2 PLACES
12
-
(E) HOLLOW
SECTION IN
(E)THREADED LUG
3/16
TOP &
BOT.
DROP
TANK BY
OTHERS
TYP.
3/16
17"W X 6" H X 1/4"THK
STAINLESS STL PL.
W/ 1"SQ HOLE FOR LUG
BENT 6" H X 1/4"THK
STAINLESS STL
PLATE TO MATCH DROP TANK OUTSIDE RADIUS
W/ 1"SQ HOLE FOR LUG
17"W X 6"H X 1/2"THK
STIFF. PL.
1/4"THK PL.
TOP & BOT.
(STAINLESS
STEEL)
1/4"THK PL.(STAINLESS STEEL) @ EA. SIDE
3/16
TYP.
1/2"
3/16
TOP &
BOT.
SECTION A-A
ELEVATION
A-A
BRACKET
PER
11
-
1"
TYP
1/4
DUE TO MANUFACTURING
CRITERIA, BASE PLATES
MAY HAVE SLOTS FOR
GALVANIZING DRAINAGE
file name:
drawn by: checked by:
drawing no.:
drawing of
arch
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repla
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tBP/
Arch
itectu
re46
11 T
eller
Ave
nue
Newp
ort B
each
, CA
9266
0ph
: 949
.673.0
300
fx: 94
9.732
.3895
consultant
agency
owner
date:
drawing title:
description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
ORAN
GE C
OAST
COL
LEGE
ROCK
ET SC
ULPT
URE
COST
A ME
SA, C
ALIF
ORNI
A 92
626
2701
FAI
RVIE
W R
OAD
COAS
T CO
MMUN
ITY
COLL
EGE
DIST
RICT
21031.00
11/18/2019
-
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
E N G I N E E R S I N C
2151 Michelson Dr. #240Irvine, CA 92612Tel. 949.679.0870Fax. 949.679.9370Project No.: F503
V C A
C I V I L
Quality
Service
Commitment
S T R U C T U R A L DBEMBE SBE
TYPICAL DETAILS
S-1.1
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20
27"
18'-0"
DROP TANK
BY OTHERS
(MAX 600 #)
SCALE: 3/4" = 1'-0"
DROP TANK POLE ELEVATION
1
STD CAP 2190C
BASE COVER
(CL27AC)
11"
ROUND TAPERED
STEEL (DS 210) COL.
(ASTM 595 GRADE A
OR A572 GR. 55)
SEE
FOR MORE INFO
10'-0"
36"Ø
(12) #5 VERT
(3)-#4 TIES @ TOP 5"
3/4" CHAMFER
5"
2" MAX
NON-SHRINK GROUT
3" MIN
CLR
#4 TIES @ 6"O/C
3" C
LR
9
S-1.1
7
S-1.1
8"
MIN
SEE FOR ANCHOR BOLT
9
S-1.1
4
S-1.1
SEE FOR BASE PLATE
AA
SECTION A-A
CL OF COL.
± 30" Ø
36"
MAX
CL OF DROP TANK
file name:
drawn by: checked by:
drawing no.:
drawing of
arch
itectu
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tBP/
Arch
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11 T
eller
Ave
nue
Newp
ort B
each
, CA
9266
0ph
: 949
.673.0
300
fx: 94
9.732
.3895
consultant
agency
owner
date:
drawing title:
description:date:Rev:
tBP project number :
architect
THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.
ORAN
GE C
OAST
COL
LEGE
ROCK
ET SC
ULPT
URE
COST
A ME
SA, C
ALIF
ORNI
A 92
626
2701
FAI
RVIE
W R
OAD
COAS
T CO
MMUN
ITY
COLL
EGE
DIST
RICT
21031.00
11/18/2019
-
ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930
E N G I N E E R S I N C
2151 Michelson Dr. #240Irvine, CA 92612Tel. 949.679.0870Fax. 949.679.9370Project No.: F503
V C A
C I V I L
Quality
Service
Commitment
S T R U C T U R A L DBEMBE SBE
DROP TANK POOL
ELEVATION & DETAIL
S-2.1
4
APP. INC:REVIEWED FOR
SS FLS ACS
DATE:
IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT
04-118930
✔
01.16.20