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'


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


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


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


JOIST5/16"


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


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


1"GAP

1 1/

2"2"


PLATE5/16"

HSS TOPLATE 5/16"

1/2" THICK PLATE

3/8" THICK PLATE


#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


PLATE5/16"

HSS TOPLATE 5/16"

1/2" THICK PLATE

3/4" Ø HEADED ANCHOR BOLTS, 4 TOTAL


1"GAP

3/8" THICK PLATE


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


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


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"


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


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

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