Drawings.pdf · no holes or cans shall be put in any structural member unless specifically shown on...
Transcript of Drawings.pdf · no holes or cans shall be put in any structural member unless specifically shown on...
0ROOF SNOW LOAD
DESIGN LOADS:
OSB
REINFPT
REQ'D
STIFFSTDSHTG
PLYWDPL PLATE
ORIENTED STRAND BOARD
REINFORCEMENTREQUIRED
STIFFENERSTANDARDSHEATHING
PRESSURE TREATEDPLYWOOD
GLB
JST
HORIZ(H)
MAXJT
HSBINT
HDR
HIGH STRENGTH BOLT
GLUE-LAM BEAM
HORIZONTAL
HEADER
INTERIORJOIST
MAXIMUMJOINT
DESIGN STRESSES:
WITH
TYPICAL
SYM
TOP
T&B
TOS
w/
UNOWWF
TYPVERT(V)
SYMMETRICAL
UNLESS NOTED OTHERWISEWELDED WIRE FABRIC
VERTICAL
TOP OF STEELTOP OF PLYWOOD
TOP & BOTTOM
MINMASMFR
NSNTS
OPNGOC
MOMECH
MINIMUM
MASONRY OPENINGMANUFACTURERMASONRY
ON CENTER
MECHANICAL
NEAR SIDENOT TO SCALE
OPENING
MACHINE BOLTSMB
STL STEEL
DOWELEXISTING
EACH SIDE
EXPANSION BOLT
EDGE NAILINGELEVATION (VIEW)ELEVATION (DATUM)
DIAMETER
DWL
EXP BTEXIST(E)
EL
ESENELEV
DIA
ANCHOR BOLT
BEAM
BUILDINGBLOCKING
CENTERBOTTOM
ANGLEARCHITECTURAL
AB
L
BM
CTRBOT(B)
BLKGBLDG
ARCH
EACH WAY
FINISHEXTERIOR
FLOOR
FAR SIDEFOOTING
FOUNDATIONFACE OF STUD
GALVANIZED
EW
FINEXT
FLR
FS
GALV
FOS
FTG
FOUND
COUNTERSINK
COLUMNCONCRETECONNECTIONCONSTRUCTION
CONTINUOUSCLEARCLR
COL
CMU
CONSTRCONNCONC
CONT
CTSKCONCRETE MASONRY UNIT
GENERALI.
B.
C.
SHOWN OR NOTED.
D.
A.
SPECIFICALLY DETAILED ON THE DRAWINGS.
CJ CONTROL JOINT
EA EACH
OPENINGS, POCKETS, ETC., SHALL NOT BE PLACED IN SLABS, BEAMS, COLUMNS, WALLS, ETC., UNLESS
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, PREPARING AND FOLLOWING THE PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURINGOTHERWISE INDICATED. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALLTHE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, UNLESS
ALL PHASES OF WORK TO CONFORM TO THE MINIMUM STANDARDS OF THE 2013 CALIFORNIA BUILDING CODE
THE FOLLOWING GENERAL NOTES APPLY TO ALL STRUCTURAL DRAWINGS UNLESS OTHERWISE SPECIFICALLY
SHORING FOR THE BUILDING, FORMS AND SCAFFOLDING, AND ALL RETAINING WALLS.WRITTEN SAFETY PROGRAM FOR THE CONSTRUCTION PROJECT, BRACING, SHORING FOR CONSTRUCTION
EQUIPMENT, ALL OSHA REGULATIONS CONCERNING ERECTION SHALL BE STRICTLY ADHERED TO.
A.
V. HOLES IN STRUCTURES
A.VI. MISCELLANEOUS
A.
IV. STRUCTURAL STEEL NOTES
B.
C.
E.
D.
F.
AND TOUCHED UP IN THE FIELD AFTER ERECTION PER SPECIFICATIONS.
BEING WELDED.
TEMPORARY BRACING AND SHORING SHALL BE PROVIDED AS REQUIRED FOR ERECTION AND SAFETY. THESE
ALL STRUCTURAL STEEL WORK, EXCEPT THAT STEEL TO BE EMBEDDED IN CONCRETE, SHALL BE SHOP PRIMED
OF STEEL AT CONNECTIONS WHERE HIGH STRENGTH BOLTS ARE USED SHALL NOT BE PAINTED.LATEST "AISC SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." CONTACT FACESHIGH STRENGTH BOLTS SHALL BE ASTM A325 AS NOTED AND SHALL CONFORM TO THE REQUIREMENTS OF THE
ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATIONS FOR A36, UNO. PIPE COLUMNS SHALLCONFORM TO ASTM A501 OR ASTM A53 GRADE B. WF BEAMS AND GIRDERS SHALL CONFORM
ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY'S SPECIFICATION FOR THE MATERIAL
TO ASTM A992 GRADE 50. TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B.
BRACING AND SHORING MEMBERS SHALL NOT BE REMOVED UNTIL ALL BOLTING AND WELDING IS COMPLETED.
BOLT JOINT TYPES SHALL BE SNUG-TIGHT PER AISC SPECIFICATIONS UNLESS NOTED OTHERWISE. LOCATION OF
B.
F.
G.
THE ENGINEER.
H.
I.
A.
C.
B.
FOUNDATION NOTESII.
THE PROPER REVISIONS CAN BE MADE IF NECESSARY.
AUTHORIZATION FROM THE OWNER.
SHALL BE REVIEWED BY THE ENGINEER PRIOR TO SAWCUTTING.
D.
E.
F.
A.
CONCRETE NOTESIII.
B.
D.
C.
E.
F.
CODE 2013 EDITION, AND ACI STANDARD 318.
FOOTINGS SHALL BEAR NOT LESS THAN 18" BELOW FINISH GRADE.
CAST.
G.
H.
I.
K.
J.
L.
M.
PROVIDED WITH PLASTIC FEET.
OR BOLSTERS PRIOR TO POURING CONCRETE.
WHETHER SHOWN OR NOT ON THE DRAWINGS.
EXPOSED TO GROUND OR WEATHER.
CONSENT OF THE ENGINEER.
IN THE EVENT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS OR
45 MINUTES (ASTM C-1911). MINIMUM f'c AT 28 DAYS = 5000 PSI.
WELDED WIRE FABRIC SHALL CONFORM TO THE REQUIREMENTS OF ASTM A185. MESH FOR SLABS ON GRADE
GRADE 40 FOR #3 AND SMALLER BARS, AND MIN. GRADE 60 FOR BARS LARGER THAN #3, U.N.O. ALL REINFORCING BARS SHALL BE DEFORMED BARS CONFORMING TO THE REQUIREMENTS OF MINIMUM ASTM A615
REINFORCEMENT TO BE WELDED SHALL CONFORM TO ASTM A706. SUPPORTS AND ACCESSORIES SHALL BE
REINFORCED CONCRETE WORK SHALL CONFORM TO APPLICABLE REQUIREMENTS OF THE CALIFORNIA BUILDING
MINIMUM COVERAGE FOR REINFORCING SHALL BE THE CLEAR DISTANCE TO THE FACE OF BARS AS FOLLOWS:
SURFACES EXPOSED TO GROUND OR WEATHER, 2" FOR #6 AND LARGER BARS FROM FORMED SURFACES3" WHEN CONCRETE IS POURED AGAINST EARTH; 1 1/2" FOR #5 AND SMALLER BARS FROM FORMED
NON-SHRINK GROUT OR DRY PACK: A PREMIXED NON-METALLIC FORMULA HAVING THE FOLLOWING
ALL REINFORCING STEEL SHALL BE ACCURATELY POSITIONED AND ADEQUATELY TIED USING PROPER CHAIRS
SPLICES IN REINFORCEMENT SHALL NOT BE MADE AT OR NEAR POINTS OF MAXIMUM STRESS. SPLICES SHALL
ALL CONCRETE EDGES, CORNERS AND INTERSECTIONS SHALL BE TOOLED OR CHAMFERED NO LESS THAN 3/4"
CONSTRUCTION JOINTS WILL NOT BE PERMITTED, EXCEPT AS SHOWN ON THE DRAWINGS, WITHOUT WRITTEN
CHARACTERISTICS: NO SHRINKAGE AFTER PLACEMENT OR EXPANSION AFTER SET (ASTM C-827) , ONE DAYCOMPRESSIVE STRENGTH OF AT LEAST 3000 PSI (ASTM C-109) AND INITIAL SET TIME OF NOT LESS THAN
NOT USED
THE ENGINEER SHALL REVIEW ALL SITE WORK AND FOOTING EXCAVATIONS BEFORE ANY CONCRETE IS
THE ENGINEER SHALL REVIEW ALL BACKFILL MATERIALS PRIOR TO PLACEMENT AND OBSERVE BACKFILLOPERATIONS.
IN THE EVENT THAT CERTAIN EXISTING CONDITIONS ARE FOUND TO BE DIFFERENT FROM THOSE SHOWN
CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR AND SHALL BE REVIEWED BYCALLED FOR IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE OF THE SAME
WHEN CUTTING A NEW OPENING IN EXISTING CONCRETE OR MASONRY, CONTRACTOR SHALL NOT OVER CUT AT
NO CHANGES OR DEVIATIONS FROM THE PLANS AND SPECIFICATIONS WILL BE ALLOWED WITHOUT WRITTEN
SHALL BE PROPERLY SUPPORTED. PULLING UP MESH AFTER CONCRETE PLACEMENT IS NOT ALLOWED.
FURNISHED AS SHOWN OR REQUIRED. CHAIRS PLACED AGAINST EXPOSED SURFACES SHALL BE GALVANIZED OR
BE PER TYPICAL FOUNDATION DETAILS.
ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE.
CORNERS; CORE DRILL, CHIP AND GRIND AS REQUIRED AT CORNERS. A LAYOUT OF ALL PROPOSED OPENINGS
ON THE PLANS AND DETAILS, THEN THE ENGINEER SHALL BE IMMEDIATELY NOTIFIED SO THAT
SQUARE FOOTINGS ARE DESIGNED FOR A MAXIMUM ALLOWABLE SOIL BEARING PRESSURE OF2000 PSF FOR TOTAL OF ALL DEAD PLUS DESIGN LIVE LOADS. REFER TO THE 2013 CALIFORNIABUILDING CODE FOR OTHER ALLOWABLE SOIL BEARING VALUES.
COMPRESSION STRENGTH OF ALL REINFORCED CONCRETE SHALL NOT BE LESS THAN4000 PSI AT 28 DAYS.
COMPRESSION STRENGTH OF ALL EXTERIOR NON STRUCTURAL REINFORCED CONCRETE SHALL NOTBE LESS THAN 3000 PSI AT 28 DAYS UNLESS NOTED OTHERWISE, SHALL HAVE A MAXIMUM WATERCEMENT RATIO AND AIR CONTENT PER SPECIFICATION SECTION 03300N.
NOT USED
CONCRETE SLUMP SHALL NOT EXCEED 3" WHEN TESTED IN ACCORDANCE WITH ASTM STANDARD NO. C143 FOR FOOTINGS, SLABS, BEAMS AND GIRDERS. 3" FOR CAST-IN-PLACE WALLS AND COLUMNS.
ALL ASTM SPECIFICATIONS NOTED ON THESE DRAWINGS SHALL BE OF THE LATEST REVISION.E.
NO HOLES OR CANS SHALL BE PUT IN ANY STRUCTURAL MEMBER UNLESS SPECIFICALLY SHOWN ON THEDRAWINGS OR WRITTEN PERMISSION IS OBTAINED FROM THE ENGINEER
BE HILTI, RED HEAD OR SIMPSON SET SYSTEM ANCHORS OR APPROVED EQUAL HAVING ICBO APPROVAL.EPOXY/ADHESIVE ANCHORS: EPOXY/ADHESIVE ANCHORS IN CONCRETE OR MASONRY SHALL
RAMSET/REDHEAD TRUBOLT WEDGE ANCHORS OR APPROVED EQUAL HAVING ICBO APPROVAL.EXPANSION ANCHORS: EXPANSION ANCHORS IN CONCRETE OR MASONRY SHALL BE HILTI, SIMPSON OR
GENERAL NOTES ABBREVIATIONS
BASIS OF DESIGN
LOADS:
LBS
WIND LOADS:ASCE 7-10, EXPOSURE CBASIC WIND SPEED = 115mph
SITE CLASS : D
SEISMIC USE GROUP: IV (HAZARDOUS STORAGE) DESIGN CATEGORY: D
SEISMIC LOADS:
SHORT PERIOD SPECTRAL ACCELERATION: S =0.51ONE SECOND SPECTRAL ACCELERATION: S = 0.25RESPONSE MODIFICATION FACTOR, R = 3
s1
METAL DECKING:REINFORCING STEEL:HIGH STRENGTH BOLTS:HOLLOW STRUCTURAL SHAPES:MISC. STRUCTURAL STEEL:STRUCTURAL WIDE FLANGE SHAPES:REINFORCED CONCRETE:
SOIL PROPERTIES:
ALLOWABLE BEARING CAPACITIES
ASTM A-992, Fy = 50 KSI ASTM A36, Fy = 36 KSI HSS: ASTM A500, GRADE B, Fy = 46 KSI ASTM A-325, Fy = 92 KSI ASTM A-615, GRADE 60, Fy = 60 KSI PER STEEL DECK INSTITUTEE70XX LOW HYDROGEN ELECTRODESWELDING:
f'c = 4.0 KSI AT 28 DAYS
TOC TOP OF CONCRETE
TOP OF WALLTOW
G. STRUCTURAL STEEL CONSTRUCTION AND DETAILS SHALL CONFORM TO AISC MANUAL OFSTEEL CONSTRUCTION LOAD AND RESISTANCE FACTOR DESIGN (LRFD) THIRD EDITION
SEISMIC RESPONSE COEFFICIENT, C =0.24
qh = .00256 K K K V I = 28.63 psfz zt d 2
AFF ABOVE FINISH FLOOR
DO DITTO
NEW(N)
V.I.F. VERIFY IN FIELD
LBSSEMI-TRUCK 32 KIPS/AXLE
POINT LOADS:
FOUNDATION 2000 PSF
3. REINFORCING STEEL:
STEEL (AFFIDAVIT OF COMPLIANCE) A. MILL REPORTS AND IDENTIFICATION OF
B. SAMPLING AND TESTING
5. STRUCTURAL STEEL: DECKING AND WELDED STUDS)
A. ALL STRUCTURAL FIELD WELDING (INCLUDES
REQUIRING SPECIAL INSPECTION A. PLACING OF REINFORCING FOR ALL CONCRETE
4. WELDING:
APPROVED BY THE CONTRACTING OFFICER THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL CONTRACTING OFFICER FOR APPROVAL. THE DEFERRED ITEMS LISTED BELOW SHALL BE SUBMITTED TO THE SUBMITTAL DOCUMENTS FOR THE DEFERRED SUBMITTAL 2. DEFERRED SUBMITTALS:
A. STRUCTURAL STEEL (MILL REPORTS AND IDENTIFICATION
FOR ALL OFFSITE FABRICATION OF THE ITEMS FABRICATORS SHALL SUBMIT A CERTIFICATE OF COMPLIANCE 1. OFF-SITE FABRICATION:
LISTED BELOW:
PLACING OF CONCRETE) (DURING TAKING OF TEST SPECIMENS AND
A. CAST-IN-PLACE CONCRETE
OF ALL FOUNDATION EXCAVATIONS A. VISUAL EXAMINATION & APPROVAL
2. CONCRETE:
1. FOUNDATIONS:
DEFERRED SUBMITTALS/CERTIFICATIONS
TRUSSES AND DECKING TO INSTALLATION OF ROOF AND FLOOR JOISTS,
A. ERECTED COLUMN, BEAMS AND GIRDERS, PRIOR2. STRUCTURAL STEEL:
A. FOUNDATIONS
E. ROOF SLABS AND BEAMS SUPPORTED ON-GRADE
D. STRUCTURAL FLOOR SLABS AND BEAMS NOT
B. SLABS-ON-GRADE (EXCEPT SITE PAVING AND
C. WALLS FLATWORK)
FOR THE FOLLOWING: ANCHORAGES PRIOR TO PLACEMENT OF CONCRETE REINFORCING STEEL AND EMBEDDED STRUCTURAL1. CONCRETE:
BE PROVIDED DURING THE STAGES OF CONSTRUCTION LISTED BELOW.AS DEFINED BY C.B.C. SECTION 1702. STRUCTURAL OBSERVATION SHALL STRUCTURAL OBSERVATION AS REQUIRED BY C.B.C. CHAPTER 17, AND
IN ACCORDANCE WITH C.B.C. CHAPTER 17.SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT SHALL BE PERFORMED
SPECIAL INSPECTIONS REQUIRED
STRUCTURAL OBSERVATION
A. CONCRETE MIX
6. ADHESIVE ANCHORS: A. INSTALLATION
* NOT REQUIRED IF MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE) ARE PROVIDED. SEE ITEM 1 OF "DEFERRED SUBMITTALS/CERTIFICATIONS" ON THIS SHEET.
OF STEEL, AFFIDAVIT OF COMPLIANCE)
*
VII.
IMPORTANCE FACTOR (I) = 1.5
2013 CALIFORNIA BUILDING CODE
TOF TOP OF FOOTING
SLIP-CRITICAL JOINTS PER PLANS
B. STRUCTURAL STEEL
43,917TANK (FULL)5,820SUPPORT STRUCTURE
NOTESGENERAL STRUCTURAL
17885 Von Karman Ave., Suite 500Irvine, CA 92614
TEL 949.809.5000 FAX 949.809.5010 S-1 13
0
SCALE:
1' 2' 4'
1" = 2'
AND ELEVATIONSFRAMING PLAN, FOUNDATION PLAN,
0
SCALE:
1' 2' 4'
1" = 2'
17885 Von Karman Ave., Suite 500Irvine, CA 92614
TEL 949.809.5000 FAX 949.809.5010
BEAM SCHEDULE
MARK SECTION
B.1 MC12x50
B.2 C6x13
COLUMN SCHEDULE
MARK SECTION
C.1 HSS 4X4X3/8
C.2 HSS 3x3x3/8
JOIST SCHEDULE
MARK SECTIONJ.1 C6X10.5
J.2 L3x2x1/8
FRAMING PLANASCALE: 1"=2'
FOUNDATION PLANBSCALE: 1"=2'
ELEVATION C-CCSCALE: NTS
ELEVATION D-DDSCALE: NTS
BRACING SCHEDULE
MARK SECTION
L.1 L3X3X3/8
E |S-3 TYP.
S-2-
S-2-
S-2S-2
S-2S-2
1 |S-4 TYP.
D |S-3
S-2 13
D |S-3 SIM.
B |S-4 SIM.
d=6d FOR SMALLER BARSD=8d FOR #9 AND LARGER
180° HOOK90° BEND
STIRRUP OR TIELAP AND OFFSET
4d OR5" MIN.
d
d
4d
6d OR
4" MIN.
D
D
d
12d
OR
1'-0
" MIN
.
1-1/
2d C
LEA
R O
RW
IRE
TIR
E T
OG
ETH
ER
LAPPER 6
1
NOTES:"L"
1. LAPS SHOWN IN THIS TABLE ARE CLASS B, CATEGORY 3 TYPE SPLICES. LAPLENGTH IS BASED UPON SMALLER OF TWO BARS BEING SPLICED WHEN NOT THESAME SIZE.
2. INCREASE LAP LENGTHS BY A FACTOR OF 1.3 FOR HORIZONTALREINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST INTHE MEMBER BELOW THIS REINFORCEMENT.
f'c=2500 f'c=3250 f'c=4000 f'c=5000
REINFORCING LAP SPLICE SCHEDULE
BAR
345678 78"
69"47"39"32"24"
LL21"28"35"42"60"69" 62"
54"37"31"25"19"L L
17"23"28"34"49"56"
LAP SPLICE DETAILGNTS
BAR BEND DETAILHNTS
DETAILS
S-3
TYP. STEEL BEAM/HSS COLUMN/BRACE CONNECTIONANTS
TYP. STEEL JOIST/HSS COLUMN/BRACE CONNECTIONBNTS
TYP. STEEL JOIST/STEEL BEAM CONNECTIONCNTS
17885 Von Karman Ave., Suite 500Irvine, CA 92614
TEL 949.809.5000 FAX 949.809.5010
TYP. COLUMN/BRACE 1 CONNECTION TO FOUNDATIONDNTS
TYP. COLUMN/BRACE 2 CONNECTION TO FOUNDATIONENTS
TYP. TANK HOLD-DOWN CONNECTION TO PLATFORMFNTS
3/4" Ø BOLT, 3 TOTAL
3"
W.P
BEAM PLATETO HSS 5/16"
8"
1 1/
2" T
YP
.
1/2"GAP
HEAVY-DUTY WELDED BAR GRATINGMC12X40 BEAM
1/2" THICK PLATE
3/8" THICK PLATE
HSS4X4X3/8 COLUMN
GUSSETPLATE TOHSS AND
BEAM5/16"
L3X3X3/8 LATERAL BRACE
1" GA
P
1 1/2" FROMEDGE MIN.
1 1/2"2"
3/4" Ø BOLT,2 TOTAL
W.P
5/8" Ø BOLT, 2 TOTAL
2"
JOIST PLATETO HSS 1/4"
4"
1" T
YP
.
1/2"GAP
HEAVY-DUTY WELDED BAR GRATINGC6X10.5 JOIST
3/8" THICK PLATE
3/8" THICK PLATE
HSS4X4X3/8 COLUMN
GUSSETPLATE TOHSS AND
JOIST5/16"
L3X3X3/8 LATERAL BRACE
1"GAP 1
1/2"
FR
OM
ED
GE
MIN
.
1 1/2"2" 3/4" Ø BOLT,
2 TOTAL
2 1/16"
HEAVY-DUTY WELDED BAR GRATING
MC12X40 BEAM
5/8" BOLT, 2 TOTAL EACH SIDEOF HOLD-DOWN (5 HOLD-DOWNSTOTAL). BOLT THROUGHGRATING AND BEAM
HOLD-DOWNS PER MANUFACTURER
HOLD-DOWN PIPEAND PLATE PERMANUFACTURER
5/8" Ø BOLT, 2 TOTAL
2"
JOIST PLATETO HSS 1/4"
4"
1" T
YP
.
1/2"GAP
HEAVY-DUTY WELDED BAR GRATINGC6X10.5 JOIST
3/8" THICK PLATE
MC12X40 BEAM
HSS4X4X3/8 COLUMN
W.P
L3X3X3/8 LATERAL BRACE
1"GAP
1 1/
2"2"
GUSSETPLATE TOHSS AND
PLATE5/16"
HSS TOPLATE 5/16"
1/2" THICK PLATE
3/8" THICK PLATE
1 1/2" FROMEDGE MIN.
#4 @ 18" O.C.E.W.
6"
11
1
3' SQ.
2"12"
16" SQ.
3/4" Ø HEADED ANCHOR BOLTS, 4 TOTAL
9" E
MB
.
10" SQ.
HSS4X4X3/8 COLUMN
3/4" Ø HEADED ANCHORBOLTS, 4 TOTAL
1 1/
2" T
YP
.#4 @ 18" O.C.E.W.
6"
11
1
3' SQ.
2"12"
16" SQ.
9" E
MB
. @ H
SS
4x4
3.5"
EM
B. @
HS
S 3
x3
10" SQ.
HSS4X4X3/8 COLUMN
3/4" Ø HEADED ANCHORBOLTS, 4 TOTAL
1 1/
2" T
YP
.
HSS4X4X3/8 COLUMN
GUSSETPLATE TOHSS AND
PLATE5/16"
HSS TOPLATE 5/16"
1/2" THICK PLATE
3/4" Ø HEADED ANCHOR BOLTS, 4 TOTAL
1 1/2" FROMEDGE MIN.
1"GAP
3/8" THICK PLATE
L3X3X3/8 LATERAL BRACE
1 1/2"
2"
S-2 S-3 S-2 S-3 S-2 S-3
S-2 S-3 S-2 S-3 S-2 S-3
- S-3 - S-3
12" THICK STRUCTURAL BACKFILL(95% RELATIVE COMPACTION)
12" THICK STRUCTURAL BACKFILL(95% RELATIVE COMPACTION)
3/4" Ø BOLTS, 2 TOTAL
3/4" Ø BOLTS, 2 TOTAL
13
GUARDRAIL SYSTEM INTSS-3
1 1/2" SCH. 40 PIPE RAILING
1 1/2" SCH. 80 PIPE POST@ 4'-0" O.C., MAX.
1'-2
"1'
-2"
3'-6
"
1 1/4" HEAVY-DUTYWELDED BAR GRATING
KICK PLATE
HSS TO TOPOF C6 BEAM 5/16"
NOTES:1. ALL RAILING FITTINGS SHALL BE BYHOLLAENDER OR APPROVED EQUAL
2. GUARDRAILS LOCATED ON EACHSIDE OF CATWALK, EXCEPT AT THELADDER TO CATWALK INTERFACE
ELBOWFITTING
C6xBEAM
DETAILS
S-4
17885 Von Karman Ave., Suite 500Irvine, CA 92614
TEL 949.809.5000 FAX 949.809.5010 13
LAP
L3X3X1/4" BRACE ATFUTURE TANK END OFPIPE SUPPORT
6" THICK CONTAINMENTPAD WITH #4 @ 18" O.C.,E.W., CENTERED IN SLAB
3/4"Ø BOLT, TYP. AT ALLPIPE SUPPORTCONNECTIONS
PL 3/8" SHEAR TAB
1/4" 3/4"Ø ADHESIVE ANCHORWITH 4" EMBEDMENT, 2TOTALPL 1/2"X4"X10" LONG
1 1/2" TYP.
8" THICK WALL, TYP.
#5@12" O.C., E.W. ATWALLS, TYP.
L3 1/2 x 3 1/2 x 1/2"COLUMN FOR PIPINGSUPPORT
3/4"Ø BOLT, TYP. AT ALLPIPE SUPPORTCONNECTIONS
PL 3/8" SHEAR TAB
1/4"
1
1
3/4"Ø ADHESIVE ANCHORWITH 6" EMBEDMENT, 2TOTAL
PL 1/2"X8"X9" LONG
1/4"
PL 3/8" SHEAR TAB
1/4"
TANK OUTLET PIPING,SEE CIVIL PLANSL3X3X1/4" FOR PIPING
SUPPORT
PIPE CLAMP, TYP.
TANK PER CIVIL PLANS
L3X3X1/4" FOR PIPINGSUPPORT
1 1/
2" T
YP
.
PL 3/8" SHEAR TABFOR PIPE SUPPORTATTACHMENT
1/4"
PLATFORM FRAMING,SEE SHEET S-2
PL 1/2"
3/16" 1/4"
3/4"Ø ADHESIVE ANCHORWITH 6" EMBEDMENT, 2TOTAL, EACH PLATE
L3X3X1/4" BRACE ATFUTURE TANK END OFPIPE SUPPORT
L3 1/2" x 3 1/2" x1/2"COLUMN FOR PIPINGSUPPORT
L3X3X1/4" COLUMNFOR PIPING SUPPORT
C3x6 FOR PIPINGSUPPORT
PIPE CLAMP, TYP.
PL 3/8" SHEAR TAB
1/4"
3/4"Ø BOLT, TYP. AT ALLPIPE SUPPORTCONNECTIONS
PL 1/2"X8"X9" LONG
TOP OF WALL PERCIVIL PLANS, TYP.
TANK OUTLET PIPING,SEE CIVIL PLANS
PL 3/8"
PL 3/8"
PIPE SUPPORT FRAME2S-2 NTSS-4
S-2 S-4SLAB SECTION AND PIPING SUPPORT1NTS
OVEREXCAVATE ANDRE-COMPACT 12" BELOWSLAB TO 95% RELATIVECOMPACTION, TYP.
SCARIFY 6" DEEP ANDRE-COMPACT, TYP.
TANK OUTLET PIPINGBEYOND, SEE CIVILPLANS
L3X3X1/4" FOR PIPINGSUPPORT BEYOND.CONNECT AND CUTTO FIT TO L3x3x1/2CROSS MEMBER ANDPROVIDE A 3/8 FILLETWELD ALL THE WALLAROUND
2-
2
SEE CIVIL PLANS
SEE CIVIL PLANS
SLOT HSS 3x3COLUMN ON SOUTHEND OF PLATFORMAND WELD AS SHOWN
1 " T
YP
.
PL 5/8" SHEAR TAB
PLATFORM FRAMING,SEE SHEET S-2
1/4"
CATWALK COLUMN TO BEAM CONNECTIONAS-2 NTSS-4
PIPE SUPPORTBNTSC-4 S-4
UNISTRUT P1000 H3COLUMN
UNISTRUT P1000 H3 OREQUAL @ 24" O.C., MINIMUM.ATTACHED TO COLUMN WITHP1065 FLAT PLATE FITTING(TOTAL OF 3 MIN.)
PIPING
PROVIDE P1334 FLATPLATE FITTING AT TOPOF RACK, EACHCORNER (2LOCATIONS)
UNISTRUT P2072A SQPOST BASE w/ 3/4" DIA.BOLTS EMBEDED 3.5",TYP.
3/16"
UNISTRUT P1000 H3BRACE @ EACHCOLUMN
4'-0"
4'-0
"11
'-0"
PIPING UNISTRUT P1000 H3COLUMN
3'-0
" +/-
NOTE:ALL UNISTRUT CONNECTIONS/ FITTINGSCALLED OUT IN THIS DETAIL WILL USE ASPRING NUT P1010 AND 1/2" DIA. BOLTMIN. (OR APPROVED EQUAL). ANDINSTALLED PER MANUFACTURER'SRECOMMENDATIONS
UNISTRUT P1354ADJUSTABLE HINGEFITTING
12" LONG x 3" WIDE x1/4" THICKBASE w/ 2 - 1/2" DIA. ADHESIVEANCHOR BOLTS EMBEDED 3 1/2"MIN. AND LOCATED 1 1/2" FROMBASEPLATE EDGE
UNISTRUT P1354 ADJUSTABLE HINGEFITTING - BOLT TO MEMBER ANDWELD TO BASEPLATE
UNISTRUT P1117 PIPE CLAMPOR APPROVED EQUAL, TYP. @EVERY UNISTRUT P1000 H3LOCATION (ONE FOR EACHPIPE - TOTAL OF 9 MIN.)
OVEREXCAVATE ANDRE-COMPACT 12" BELOWSLAB TO 95% RELATIVECOMPACTION, TYP.
SCARIFY 6" DEEP ANDRE-COMPACT, TYP.
TOP OF WALL PERCIVIL PLANS, TYP.
FINISH SURFACE PERCIVIL PLANS, TYP.
8" THICK CONCRETEDRIVE-THRU PAD WITH#4 @ 12" O.C, E.W.,CENTERED IN SLAB
FINISH SURFACE PERCIVIL PLANS, TYP.
DETAILS
S-5
17885 Von Karman Ave., Suite 500Irvine, CA 92614
TEL 949.809.5000 FAX 949.809.5010 13
S-2LADDER SECTIONANTS
1/8" MOLDEDPOLYURETHANESAFETY CAPS
1/4" x 2"SAFETY CAGE
2 -1/2" ALUMINUMCHANNEL SIDERAIL
2 -1/4" SERRATEDALUMINUM TREAD
7'-6
"4'
-0"
4'-0
" T
YP
4"
1'-0
" T
YP
.
23'-0
"
4"
4"
26 -1/8"
24"
29 - 1/2"
33 - 1/2" - 1/2"
24 - 3/8"
S-2LADDER ELEVATIONBNTS
S-2LADDER PLAN VIEWCNTS
S-2BRACKET DETAILDNTS
8 1/2"
2"
1/4"
3"
HSS 3x3 COLUMN
7 - 1
/4"
28"
4"
NOTES:1. LADDER SHALL BE MANUFACTUREDAND FURNISHED BY PRECISIONLADDERS, LLC. OR APPROVED EQUALBY ENGINEER.
2. ALL MATERIALS SHOWN ON THISSHEET SHALL BE ALUMINUM GRADE6005-T5, UNLESS OTHERWISE STATED.
3. PROVIDE ISOLATER BETWEEN ALLALUMINUM AND STEEL CONNECTIONS.
4. ALL BOLTS SHOWN ON THIS SHEETARE STAINLESS STEEL.
9/16" DIA. HOLE
1/2" DIA. S.S. THRUBOLT w/ 1/4" THICK S.S.WASHER @ EACH SIDE
HSS 3x3 COLUMN
1/2" MIN. NEOPRENEISOLATER BETWEENALUM. BRACKET ANDSTEEL COLUMN
SIDERAIL
BRACKET - SEE DETAILD ON THIS SHEET
S-2BRACKET TO COLUMN DETAILENTS
PHOTOVOLTAIC SYSTEM SIZINGBattery Sizing(1)
Valves, Assume
Open or close operations/day 10
Time to open or close = 30 sec
Number of valves = 2
Amps = 3 A
Total AHrs for valves = Ops x time x valves x Amps/(60 x60) = 0.50 AHr/day
Qty Power Ave W @ AmpHrs AmpHrs
(VA) 24.00 VDC for 24 hrs for 3 days
Finder 58 relays max at 1 time 2 1 0.08 0.003 0.083 0.3
Beacon (1 at a time) 0.080 1.92 5.8
Valves 0.021 0.50 1.5
Totals 0.104 2.50 7.5
Multiplier for low temperature 30 deg F x 1.4
Total Battery AmpHrs for each 12V battery 10.5
PV Panel Sizing
AH/day Chg/Dis AH/day PV amp rating
2.50 1.20 3.0
Use 3 hr of sun per day 3.0 / 3 = 1.0 A
PV Panel Rating 12 V Pnl Watts = 12.02 W
PV Panel Rating for 2 Panels in Series 24 V = 24.03 W
Ave
Amps