project 5208

WILLIAM K. FAISST, P.E.RCE: C29146EXP. 03-31-2021

(Contract 2019-06)

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PROJECT 5208

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GENERAL

G 1 SCOPETHE GENERAL NOTES AND STANDARD DETAILS ARE GENERAL AND APPLY TO THE ENTIRE PROJECT EXCEPT WHERE THERE ARE SPECIFIC INDICATIONS TO THE CONTRARY.

G 2 PRECEDENCEIF THERE IS A CONFLICT BETWEEN PROJECT SPECIFICATIONS AND STRUCTURAL DRAWINGS, INCLUDING STRUCTURAL NOTES, CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR CLARIFICATION. SPECIFIC NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.

G 3 DIMENSIONSSTRUCTURAL DIMENSIONS CONTROLLED BY OR RELATED TO THE MECHANICAL OR ELECTRICAL EQUIPMENT AND DIMENSIONS RELATED TO EXISTING FACILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL CONSTRUCTION DIMENSIONS AND NOTIFYING CONSTRUCTION MANAGER OF DISCREPANCIES IN A TIMELY FASHION.

G 4 PROVISIONS FOR EQUIPMENTMECHANICAL AND ELECTRICAL EQUIPMENT SUPPORTS, ANCHORAGES, OPENINGS, RECESSES AND EMBEDMENTS NOT SPECIFIED ON THE STRUCTURAL DRAWINGS, BUT SPECIFIED ON OTHER CONTRACT DRAWINGS, SHALL BE TREATED AS A DEFERRED ITEM TO BE DESIGNED BY THE CONTRACTOR'S ENGINEER.

G 5 MEANS, METHODS & CONSTRUCTION LOADSCONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. CONTRACTOR IS RESPONSIBLE FOR MEANS, METHODS AND SEQUENCE OF CONSTRUCTION, AND SHALL MAKE ADEQUATE PROVISION TO MAINTAIN THE INTEGRITY OF ALL STRUCTURES AT ALL STAGES OF CONSTRUCTION. DETERMINATION OF AND PROVISIONS FOR CONSTRUCTION LOADING SHALL BE PROVIDED BY THE CONTRACTOR.

G 6 SAFETYCONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO ENSURE THE SAFETY OF WORKERS AND VISITORS TO THE SITE, INCLUDING BUT NOT LIMITED TO SHORING, BRACING AND ACCESS RESTRICTION. COMPLY WITH ALL FEDERAL, STATE AND LOCAL SAFETY CODES AND STANDARDS.

G 7 DRAINAGE SURFACESSLOPE DRAINAGE SURFACES UNIFORMLY TO DRAIN. SLOPE SHALL BE 1/8" TO 1/4" PER FOOT EXCEPT WHERE NOTED OTHERWISE ON THE PLANS.

G 8 OPENINGSOPENINGS THROUGH WALLS, FLOORS, ROOFS AND FOUNDATION ELEMENTS FOR PIPES, DUCTS, CONDUITS, ETC., ARE NOT PERMITTED UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

DESIGN CRITERIA

D 1 GOVERNING BUILDING CODECONSTRUCTION AND DESIGN SHALL BE IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE, 2016 EDITION. THIS CODE SHALL GOVERN EXCEPT WHERE OTHER APPLICABLE CODES OR CONTRACT PROVISIONS ARE MORE RESTRICTIVE.

D 2 LIVE LOADS1. CONTAINER FLOOR ......................................................................... 40 PSF2. ROOF LIVE LOAD ..............................................................................20 PSF

D 3 MAJOR EQUIPMENT LOADS1. PUMP MOTORS .................................................................................DL = 800 LB

MAX DYNAMIC VERT LOAD = 1,200 LB (INCL EQUIP OPERATING WEIGHT)

D 4 WINDBASIC WIND SPEED (ULTIMATE) ............................................................................... 115 MPHRISK CATEGORY .........................................................................................................IIIEXPOSURE CATEGORY ..............................................................................................D TOPOGRAPHIC FACTOR .............................................................................................KZT= 1.0

D 5 SEISMICMCE ACCELERATION, SHORT PERIOD .................................................................... SS = 1.50 gMCE ACCELERATION, 1-SEC PERIOD .......................................................................S1 = 0.60 gSITE CLASS ...................................................................................................................DDESIGN ACCEL, SHORT PERIOD ...............................................................................SDS = 1.00 gDESIGN ACCEL, 1-SEC PERIOD .................................................................................SD1 = 0.60 gRISK CATEGORY ..........................................................................................................IIISEISMIC IMPORTANCE FACTOR ................................................................................Ie = 1.25 IP = 1.00,

EXCEPT FOR FIRE PROTECTION SYSTEM, EGRESS STAIRWAYS, AND COMPONENTS CONTAINING HAZARDOUS MATERIALS .......................... IP = 1.50

SEISMIC DESIGN CATEGORY ................................................................................ DSTEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR ........................ R = 3.0 Ωo = 3 CD = 3.0

SEISMIC RESISTANCE REDUNDANCY FACTOR ......................................................................................... rho = 1.0

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

FOUNDATION

F 1 DESIGN BASISFOUNDATION DESIGN IS BASED ON RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL ENGINEERING REPORT, "PUMP STATION, PITTSBURG, CONTRA COSTA COUNTY, CALIFORNIA [PROJECT NO.: ND195025]", BY TERRACON CONSULTANTS, INC., DATED JUNE 14, 2019. CONTRACTOR SHALL FOLLOW THE PROJECT SPECIFICATIONS AND TAKE INTO CONSIDERATION RECOMMENDATIONS CONTAINED IN THE REPORT. NOTIFY THE CONSTRUCTION MANAGER OF CONFLICTS BETWEEN SPECIFICATIONS AND THE REPORT RECOMMENDATIONS FOR RESOLUTION.

F 2 GROUNDWATER AND FLOOD DESIGN ELEVATIONSGROUNDWATER = 2-1/2 FEET BGS. REFER TO GEOTECHNICAL REPORT FOR COMMENTS REGARDING FLUCTUATIONS.

F 3 HELICAL PIERSHELICAL PIERS SHALL HAVE A MINIMUM EMBEDMENT BELOW FINISHED GRADE OF 40 FEET OR 5 FEET (MINIMUM) INTO STIFF TO VERY STIFF SANDY CLAY, WHICHEVER IS GREATER. HELIX PLATES SHALL BE DESIGNED CONSIDERING A MAXIMUM 3,000 PSF ALLOWABLE BEARING PRESSURE.

F 4 DIFFERING CONDITIONSFOUNDATION OR SOIL CONDITIONS NOTED DURING CONSTRUCTION WHICH DIFFER FROM THOSE INDICATED IN THE REPORT SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONSTRUCTION MANAGER. CONTRACTOR IS RESPONSIBLE FOR REPLACING WORK CONDUCTED AFTER SUCH NOTIFICATION BUT BEFORE CONSTRUCTION MANAGER PROVIDES ADDITIONAL DIRECTIONS.

F 5 EXCAVATION, DE-WATERING, & SAFETYCONTRACTOR SHALL PROVIDE FOR ALL DE-WATERING OF EXCAVATIONS, AND DESIGN / PROVIDE ALL CRIBBING, SHORING, AND BRACING REQUIRED FOR SAFETY AND TO ALLOW CONSTRUCTION OF THE WORK PRESENTED HEREIN.

F 6 STRUCTURAL BACKFILLWHERE STRUCTURAL BACKFILL IS CALLED FOR IN THE DRAWINGS OR REQUIRED IN THE GEOTECHNICAL REPORT, IT SHALL BE PLACED IN UNIFORM LAYERS AND SHALL BE BROUGHT UP UNIFORMLY AROUND THE STRUCTURE.

CONCRETE

C 1 APPLICABLE CODESCONCRETE CONSTRUCTION SHALL CONFORM TO ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE", AND THE FOLLOWING CODES:

ACI 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

C 2 REINFORCING STEEL DETAILSALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS, UNLESS OTHERWISE NOTED, SHALL BE IN ACCORDANCE WITH ACI DETAILING MANUAL (ACI SP-66), LATEST EDITION.

C 3 DESIGN STRENGTH AND MIX PARAMETERS

1. STRUCTURAL CAST-IN-PLACE CONCRETE ............................ f'c = 4,500 PSI

CEMENT................................................................................ASTM C150, TYPE IIMAXIMUM WATER-CEMENT RATIO...................................0.40COARSE AGGREGATE........................................................NON-REACTIVE 3/4" CRUSHED

ROCK PER ASTM C33FINE AGGREGATE............................................................... HARD, DENSE SAND

PER ASTM C33

2. REINFORCED STEEL SHALL BE ASTM A615 OR ASTM A706 GRADE 60 DEFORMED BARSUNLESS OTHERWISE NOTED

C 4 CONCRETE COVERCONCRETE COVER FOR REINFORCING BARS SHALL CONFORM TO ACI 350 AND AS FOLLOWS WITH MINIMUM COVER OF ONE BAR DIAMETER:

1. CONCRETE CAST AGAINST EARTH ..........................................3"

2. CONCRETE EXPOSED TO EARTH OR WEATHER....................2"

C 5 BAR DEVELOPMENT AND LAP SPLICE LENGTHLAP SPLICES OF REINFORCING ARE NOT PERMITTED UNLESS SPECIFICALLY SHOWN IN THE STRUCTURAL DRAWINGS.

C 6 STANDARD HOOKSBARS ENDING IN RIGHT ANGLE BENDS OR HOOKS SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-14. PROVIDE STANDARD HOOK IN BARS WHICH TERMINATE AT WALL OR SLAB EDGES / INTERSECTIONS THAT PROVIDE LESS THAN THE SPECIFIED DEVELOPMENT LENGTH.

C 7 CHAMFERSEXCEPT AS OTHERWISE REQUIRED, EXPOSED CONCRETE CORNERS AND EDGES SHALL HAVE 3/4" CHAMFERS. RE-ENTRANT CORNERS SHALL NOT HAVE FILLETS.

C 8 ANCHOR BOLTS, THREADED RODS AND WELDED STUDSALL THREADED RODS OF ASTM F1554 (GRADE 36 KSI OR 55 KSI AS INDICATED) SHALL BE USED FOR ALL CONNECTIONS TO CONCRETE UNLESS OTHERWISE NOTED IN THE STRUCTURAL DRAWINGS. ANCHOR ALL THREAD RODS INTO CONCRETE WITH SQUARE PLATE WASHERS AND DOUBLE HEX NUTS WITH THE EMBEDMENT DEPTHS SHOWN IN THE STRUCTURAL DETAILS. USE OF ANCHOR BOLTS SHALL NOT BE PERMITTED. WELDED STUDS, WHEN SPECIFIED SHALL BE ASTM 108. ALL THREAD RODS, WASHERS AND NUTS SHALL BE HOT-DIP GALVANIZED.

STEEL

ST 1 ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE AISC"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" (AISC 360-10) AND AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (AISC 303-10). IN SEISMIC DESIGN CATEGORIES D, E AND F, THE PROVISIONS OF AISC 341-10, "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", SHALL ALSO APPLY.

ST 2 MATERIALS1. STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. STEEL ANGLES AND

PLATES SHALL CONFORM TO ASTM A36

2. STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53 TYPES E OR S, GRADE B.STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500 GRADE B (Fy = 46 KSI).

3. ALL STAINLESS STEEL SHALL BE TYPE 316 MEETING ASTM A276 FOR BARS ANDSHAPES, AND ASTM A240 FOR PLATES, UNLESS OTHERWISE SPECIFIED. ALLSTAINLESS STEEL SHALL BE PASSIVATED PER ASTM A380.

ST 3 WELDING1. WELDING SHALL CONFORM TO AWS D1.1-1 AND AISC 341-10.

2. ELECTRODES FOR SHOP AND FIELD WELDS SHALL CONFORM TO AWS A5.1 OR A5.5,CLASS E70XX.

3. STAINLESS STEEL WELDING SHALL CONFORM TO AWS D1.6 WITH A5.4 OR A5.9ELECTRODES.

ST 4 BOLTSSTRUCTURAL BOLTS AT STEEL FRAMING SHALL BE GALVANIZED AND CONFORM TO ASTM A325N (TYPE 1) FOR CONNECTION OF GALVANIZED OR PAINTED FRAMING. HIGH STRENGTH BOLTS SHALL BE FULLY TENSIONED UNLESS CONNECTING HSS SHAPES OR OTHERWISE NOTED. STAINLESS STEEL TYPE 316 BOLTS SHALL BE USED FOR CONNECTION OF STAINLESS STEEL AND ALUMINUM FRAMING.

ST 5 PAINTINGSTRUCTURAL STEEL SHALL BE PAINTED OR OTHERWISE COATED TO SAFEGUARD AGAINST CORROSION, OXIDATION AND DETERIORATION FROM EXPOSURE TO WEATHER. SHOP PRIMER SHALL BE COMPATIBLE WITH FINISH COATINGS.

DRILLED HOLES FOR ANCHORS AND DOWELS IN CONCRETE

DH 1 VERIFY HOLE DEPTH REQUIREMENTS WITH MANUFACTURER. DRILLED HOLE DEPTH REQUIRED TO ACHIEVE MINIMUM ANCHOR OR DOWEL EMBEDMENT MAY BE GREATER THAN THE ACTUAL EMBEDMENT SHOWN.

DH 2 VERIFY DRILL BIT TYPE AND DIAMETERS WITH MANUFACTURER.

DH 3 USE CARE AND CAUTION AT ALL TIMES TO AVOID CUTTING OR DAMAGING REINFORCEMENT STEEL. DRILL HOLE SIZE AS RECOMMENDED BY MANUFACTURER, UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL LOCATIONS TO BE DRILLED SHALL BE CAREFULLY PRESCANNED USING EFFECTIVE MEANS PRIOR TO DRILLING. THE USE OF PACHOMETERS MAY NOT BE EFFECTIVE. USE OF X-RAYS WILL NOT BE PERMITTED. DRILL PILOT HOLES WITH SMALLER DIAMETERS THAN FINAL HOLES(3/8" MAXIMUM PILOT HOLE DIAMETER) TO DETECT REINFORCEMENT WHERE OTHER MEANS ARE NOT EFFECTIVE.

DH 4 WHERE REINFORCEMENT IS ENCOUNTERED, SHIFT THE ANCHOR OR DOWEL LOCATION SO AS TO AVOID THE REINFORCEMENT BAR.

DH 5 ALL ABANDONED HOLES SHALL BE REPAIRED USING APPROVED MATERIALS AND METHODS. NOTIFY THE OWNER WHEN HOLES NEED TO BE ABANDONED.

DH 6 WHERE STRUCTURAL STEEL IS TO BE ATTACHED USING DRILLED ANCHORS, ANCHOR HOLES SHALL BE DRILLED PRIOR TO PREPARATION OF STEEL SHOP DRAWINGS AND FABRICATION. DRILLED HOLE LOCATIONS SHALL BE RECORDED AND TRANSFERRED USING TEMPLATES FOR THE PURPOSE OF ACCURATELY LOCATING HOLES IN STRUCTURAL STEEL.

SPECIAL INSPECTIONS

SI 1 AN INDEPENDENT TESTING COMPANY RETAINED BY THE OWNER AND APPROVED BY THE BUILDING OFFICIAL SHALL INSPECT THE FOLLOWING (SEE EXPANDED LIST ON DRAWINGS S-002, SPECIFICATIONS AND GOVERNING CODE):

1. REINFORCING BAR, CONCRETE PLACEMENT AND TAKING OF CONCRETETEST SPECIMENS.

2. ANCHOR BOLTS, OR ALL THREAD ANCHOR RODS.

3. FIELD WELDING OF STRUCTURAL STEEL AND ALUMINUM.

4. SHOP WELDING OF STRUCTURAL STEEL EXCEPT WHERE WELDING ISDONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH THEPROVISIONS OF THE GOVERNING BUILDING CODE.

5. EXPANSION ANCHOR INSTALLATION.

6. ANCHORS INSTALLED USING EPOXY ADHESIVE.

7. HIGH STRENGTH BOLTING.

8. MECHANICAL AND ELECTRICAL EQUIPMENT, PERIODIC SPECIALINSPECTION OF STRUCTURAL COMPONENTS FOR SEISMIC RESISTANCE:

A. ANCHORAGE OF ELECTRICAL EQUIPMENT.B. EMERGENCY AND STANDBY POWER SYSTEMS.C. INSTALLATION OF COMPONENTS WHERE THE COMPONENT

IMPORTANCE FACTOR IS 1.5.D. ELECTRICAL MOTORS, TRANSFORMERS, SWITCHGEAR UNIT

SUBSTATIONS, AND MOTOR CONTROL CENTERS.

SI 2 CONTRACTOR SHALL NOTIFY THE TESTING COMPANY FOR ALL INSPECTIONS.

STRUCTURAL OBSERVATIONS

SO 1 THE OWNER SHALL RETAIN A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS. THE CONSTRUCTION MANAGER SHALL NOTIFY THE OWNER AT LEAST 48 HOURS BEFORE A DESIGNATED WORK IS TO BE COVERED.

SO 2 REQUIRED STRUCTURAL OBSERVATIONS INCLUDE:

1. STRUCTURAL FILL AND DEEP FOUNDATIONS, INCLUDING HELICALPILES.

2. FOUNDATIONS PREPARED FOR CONCRETE PLACEMENT.

STRUCTURAL DELEGATED DESIGN (CBC 2016, SECTION 107.3.4.1)

SDD 1 THE CONTRACTOR SHALL SUBMIT DRAWINGS AND CALCULATIONS BEARING THE STAMP AND SIGNATURE OF A CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE OF CALIFORNIA TO THE ENGINEER OF RECORD (EOR) FOR REVIEW. STRUCTURAL DEFERRED SUBMITTALS SHALL INCLUDE:

A. CONCRETE MIX DESIGNS.B. HELICAL PILES.C. ALL EQUIPMENT ANCHORAGE.D. STAIRS GUARDRAILS AND HANDRAILS.E. FLOOR AND ROOF ACCESS HATCHES.F. CONSTRUCTION SHORING.

EXPANSION ANCHORS IN CONCRETE

EA 1 EXPANSION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

EA 2 EXPANSION ANCHORS SHALL NOT BE USED TO RESIST VIBRATORY OR SHOCK LOADS.

EA 3 MINIMUM EXPANSION ANCHOR EMBEDMENT SHALL BE AS INDICATED ON THE DRAWINGS, OR AS CALCULATED BY THE CONTRACTOR'S ENGINEER FOR DELEGATED DESIGN ITEMS.

EA 4 EXPANSION ANCHORS SHALL BE ASTM A316 STAINLESS STEEL EXCEPT AS NOTED OTHERWISE ON THE DRAWINGS.

EA 5 EXPANSION ANCHORS PLACED IN CONCRETE SHALL CONFORM TO ICC REPORTSESR-1917, ESR-3037, OR APPROVED EQUAL.

RESIN ANCHORS AND DOWELS IN CONCRETE

RA 1 DRILLED RESIN ANCHORS AND DOWELS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

RA 2 HOLES FOR RESIN ANCHORS AND RESIN DOWELS SHALL BE HAMMER-DRILLED UNLESS OTHER MEANS OF DRILLING ARE SPECIFIED BY THE MANUFACTURER FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS.

RA 3 MINIMUM ANCHOR OR DOWEL EMBEDMENT SHALL BE AS INDICATED ON THE DRAWINGS, OR AS CALCULATED BY THE CONTRACTOR'S ENGINEER FOR DELEGATED DESIGN ITEMS.

RA 4 ANCHORS SHALL BE ASTM A316 STAINLESS STEEL ALL-THREAD EXCEPT AS NOTED OTHERWISE ON THE DRAWINGS. DOWELS SHALL BE ASTM A 615 GRADE 60, EXCEPT AS NOTED OTHERWISE ON DRAWINGS.

RA 5 EPOXY ANCHORS PLACED IN CONCRETE SHALL CONFORM TO ICC REPORTS ESR-3814, ESR-4057, OR APPROVED EQUAL.

ENGINEERED STEEL BUILDING UNITS

ESB 1 ENGINEERED STEEL BUILDING UNITS (SHIPPING CONTAINERS) COMPOSE THE BASIC GRAVITY AND LATERAL FORCE RESISTING SYSTEMS FOR THE STRUCTURE.

ESB 2 STEEL SHIPPING CONTAINERS ARE PRE-ENGINEERED AND CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONALLY RECOGNIZED STANDARD, “INTERNATIONAL CONVENTION FOR SAFE CONTAINERS”.

ESB 3 ALL SHIPPING CONTAINERS PROVIDED FOR USE ON THIS PROJECT SHALL BE CERTIFIED BY THE INTERNATIONAL CONVENTION FOR SAFE CONTAINERS. ALL CONTAINERS SHALL BE IN GOOD CONDITION WITH NO DAMAGE, DEFORMITY OR STRUCTURAL DEFECT.

ESB 4 MODULAR CONTAINER SIZE SHALL BE 8'-0” X 20'-0” X 8'-6” HIGH. METAL CORRUGATED SIDING SHALL HAVE A MINIMUM THICKNESS OF 1.6MM WITH THE FOLLOWING MINIMUM CORRUGATION DEPTHS: 36MM (SIDES), 45MM (FRONT) AND 20 MM (ROOF). ALL TOP RAILS, BOTTOM RAILS, HEADERS AND CORNER CASTINGS SHALL HAVE THE SAME DIMENSIONS AND MATERIAL PROPERTIES AS THOSE PROVIDED BY CIMC OR APPROVED EQUAL.

ESB 5 THE STEEL SHIPPING CONTAINERS THAT PROVIDE THE STRUCTURAL LOAD PATH TO THE FOUNDATION SYSTEM ARE MODIFIED FROM THE ISO STANDARD. THIS MODIFICATION IS LIMITED TO THAT SHOWN IN THE DRAWINGS AND CONSISTS OF THE PARTIAL REMOVAL OF THE CONTAINER SIDES AND ROOF (IN LOCAL AREAS) WITH ADDED REINFORCING AND STRUCTURAL MEMBERS.

ESB 6 DO NOT MODIFY, CUT, OR ALTER SHIPPING CONTAINERS UNLESS SPECIFICALLY DETAILED ON THE CONTRACT DOCUMENTS. REFER TO STRUCTURAL DRAWINGS FOR SPECIAL REINFORCEMENT AND CONNECTION DETAILS.

ESB 7 THE STRUCTURAL DESIGN, AS INDICATED ON THE DRAWINGS, IS STABLE IN THE FINAL AND COMPLETED CONSTRUCTION. ALL NECESSARY MEASURES TO ENSURE THE STRUCTURAL INTEGRITY AND STABILITY OF CONTAINERS DURING FABRICATION, TRANSPORTATION, ERECTION AND ANCILLARY CONSTRUCTION SHALL BE THE RESPONSIBILITY OF OTHERS.

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OR ASTM A572, GR. 50 KSI WHERE INDICATED.

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TABLE 1

REQUIRED SPECIAL INSPECTIONS - STRUCTURAL SYSTEMS

SYSTEM OR MATERIAL REQUIRED INSPECTIONFREQUENCY OF

INSPECTIONREMARKS

CONTINUOUS PERIODIC

SOILS

X

X

PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVESUBGRADE AND VERIFY THAT SITE HAS BEENPREPARED PROPERLY

PERFORM CLASSIFICATION AND TESTING OFCONTROLLED FILL MATERIALS

SEE TABLE 3

VERIFY USE OF PROPER MATERIALS, DENSITIES ANDLIFT THICKNESSES DURING PLACEMENT ANDCOMPACTION OF CONTROLLED FILL

SEE TABLE 3

GROUND ANCHOR INSTALLATION, VERIFICATION OFMATERIALS, INCLUDING GROUT X

CONCRETE INSPECT FORMWORK FOR LOCATION AND DIMENSIONSOF MEMBER BEING FORMED X

VERIFY MATERIAL FOR REINFORCEMENTX

CONTRACTOR TO SUBMIT CERTIFIEDMILL TEST REPORTS

REINFORCING STEEL PLACEMENTX

INSPECT ANCHORS TO BE CAST IN CONCRETEX

PRIOR TO AND DURING CONCRETEPLACEMENT

INSPECT POST-INSTALLED CONCRETE ANCHORS:- HORIZONTAL AND UPWARDLY INCLINED

ADHESIVE ANCHORS- OTHER ANCHORS UNLESS ICC REPORT REQUIRED

CONTINUOUS INSPECTION

XX

INSPECTION TO CONFORM TO IBCAND TO ANCHOR MANUFACTURER'SRECOMMENDATIONS AND ICCREPORTS

VERIFY USE OF REQUIRED CONCRETE MIX DESIGN(S)X

AT THE TIME FRESH CONCRETE IS SAMPLED TOFABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS, ANDTEMPERATURE OF CONCRETE

X

CONTINUOUS DURING PREPARATIONOF SAMPLES

CONCRETE PLACEMENTX

INSPECTION FOR MAINTENANCE OF CURINGPROCEDURES AND TEMPERATURE

X

VERIFY APPROPRIATE CURINGMETHOD HAS BEEN IMPLEMENTEDAFTER EACH POUR

VERIFY IN-SITU CONCRETE STRENGTH PRIOR TOREMOVAL OF SHORES AND FORMS FROM STRUCTURALCONCRETE

X

STRUCTURAL STEEL ANDALUMINUM

FABRICATION OF STRUCTURAL ELEMENTS FABRICATOR SHALL BE APPROVED INACCORDANCE WITH IBC, CHAPTER 17TO PERFORM WORK WITHOUTSPECIAL INSPECTION

VERIFY MATERIAL OF ANCHOR BOLTS AND THREADEDRODS

X

CONTRACTOR TO SUBMITMANUFACTURER'S CERTIFIED TESTREPORTS

VERIFY MATERIAL OF HIGH-STRENGTH BOLTS, NUTSAND WASHERS

X

CONTRACTOR TO SUBMITMANUFACTURER'S CERTIFIED TESTREPORTS

VERIFY MATERIAL FOR STRUCTURAL STEEL ANDALUMINUM SHAPES, PLATES, BARS, ETC. X

CONTRACTOR TO SUBMIT CERTIFIEDMILL TEST REPORTS

VERIFY MATERIALS FOR WELD FILLER MATERIALSX

VERIFY WELDER QUALIFICATIONSX

CONTRACTOR TO SUBMIT WELDERSCERTIFICATES

VERIFY USE OF PROPER WELDING PROCEDURESX

INSPECT COMPLETE AND PARTIAL-PENETRATIONGROOVE WELDS, MULTI-PASS FILLET WELDS, ANDSINGLE-PASS FILLET WELDS GREATER THAN 5/16"

X

INSPECT SINGLE-PASS FILLET WELDS LESS THAN OREQUAL TO 5/16" X

VISUALLY INSPECT ALL WELDS

INSPECT HIGH-STRENGTH BEARING-TYPE BOLTEDCONNECTIONS X

INSPECT HIGH-STRENGTH SLIP CRITICAL-TYPE BOLTEDCONNECTIONS X

QUALITY ASSURANCE NOTES1. THE QUALITY OF THE WORKMANSHIP AND THE QUALITY OF THE MATERIALS OF CONSTRUCTION ARE GOVERNED BY THE CALIFORNIA BUILDING CODE, 2016 EDITION (CBC).2. ALL NEW STRUCTURES AND MODIFICATIONS TO EXISTING STRUCTURES TO BE CONSTRUCTED AS A PART OF THIS PROJECT ARE CLASSIFIED AS OCCUPANT CATEGORY III,

WASTE WATER TREATMENT FACILITY, IN ACCORDANCE WITH THE CBC. THE STRUCTURES ARE CLASSIFIED AS SEISMIC DESIGN CATEGORY D.3. TO ASSURE THE QUALITY OF THE CONSTRUCTION OF THIS PROJECT, STRUCTURAL TESTS, SPECIAL INSPECTION AND STRUCTURAL OBSERVATION WILL BE PERFORMED IN

ACCORDANCE WITH CBC, CHAPTER 17.4. WHERE FREQUENCY OF INSPECTION IS SPECIFIED TO BE CONTINUOUS, THE SPECIAL INSPECTOR IS EXPECTED TO BE PRESENT IN THE AREA WHERE THE WORK IS BEING

PERFORMED AND PROVIDING FULL-TIME OBSERVATION OF THE WORK REQUIRING SPECIAL INSPECTION.5. WHERE FREQUENCY OF INSPECTION IS SPECIFIED TO BE PERIODIC, THE SPECIAL INSPECTOR IS EXPECTED TO BE PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS

BEING PERFORMED AND AT THE COMPLETION OF THE WORK (PRIOR TO THE NEXT CONSTRUCTION TASK).6. SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE BUILDING OFFICIALS. CONSTRUCTION IS SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL. COORDINATE

WITH BUILDING DEPARTMENT TO DETERMINE REQUIRED INSPECTIONS.7. CONTRACTOR SHALL PROVIDE ACCESS TO THE WORK FOR REQUIRED INSPECTIONS. CONTRACTOR SHALL PROVIDE NOTIFICATION IN ADVANCE OF REQUIRED INSPECTIONS,

TESTING AND STRUCTURAL OBSERVATIONS.

TABLE 1

REQUIRED SPECIAL INSPECTIONS - STRUCTURAL SYSTEMS


INSPECTIONREMARKS

CONTINUOUS PERIODIC

X

MECHANICAL INSPECT ANCHORAGE OF ALL MECHANICAL SYSTEMS(INCLUDING EQUIPMENT PIPING, DUCT WORK, ETC.)REQUIRING STANDBY POWER X

CERTIFICATE OF COMPLIANCE FOR ALL MECHANICALEQUIPMENT REQUIRING STANDBY POWER

EQUIPMENT MANUFACTURER SHALLPROVIDE CERTIFICATE OFCOMPLIANCE

ELECTRICAL INSPECT ANCHORAGE OF ELECTRICAL EQUIPMENT FORSTANDBY POWER

X

INSPECT ANCHORAGE OF ALL OTHER ELECTRICALEQUIPMENT REQUIRING STANDBY POWER

X

CERTIFICATE OF COMPLIANCE FOR ALL ELECTRICALEQUIPMENT FOR STANDBY POWER AND ALLELECTRICAL EQUIPMENT REQUIRING STANDBY POWER

EQUIPMENT MANUFACTURER SHALLPROVIDE CERTIFICATE OFCOMPLIANCE

EMERGENCY LIGHTING

X

TABLE 2

REQUIRED SPECIAL INSPECTIONS - NONSTRUCTURAL SYSTEMS


INSPECTIONREMARKS

CONTINUOUS PERIODIC

TABLE 3

REQUIRED TESTING FOR SPECIAL INSPECTIONSCONCRETE

CONCRETE COMPRESSIVESTRENGTH

ASTM C31,ASTMC39,ASTM C172

SEE SPECIFICATION03300

CONCRETE SLUMP ASTM C143WHENEVER CYLINDERSARE CAST

CONCRETE AIR CONTENT ASTM C231WHENEVER CYLINDERSARE CAST

CONCRETE TEMPERATURE ASTM C1064WHENEVER CYLINDERSARE CAST

STEEL

MAGNETIC PARTICLE (MT) ANDULTRASONIC (UT) TESTING OFWELDS

MT - AWS D1.1 6.14.4UT - AWS D1.1 6.13 &

6.14.3

AT ALL PARTIAL ANDFULL PENETRATION

FIELD WELDS

PRE-CONSTRUCTION TESTINGOF WELDING STUDS

AWS D1.1 7.7.1EACH SIZE AND TYPEOF STUD EACH SHIFT

PRE-INSTALLATIONVERIFICATION OFPRETENSIONED HIGHSTRENGTH BOLTS

RCSCSPECIFICATION FOR

STRUCTURALJOINTS USING ASTM

A325 OR A490BOLTS SECTION 7

EACH COMBINATION OFDIAMETER, LENGTH,

GRADE, AND LOT TO BEUSED IN THE WORK

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SHIPPING CONTAINER OUTLINE

1' -

3"

SP

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AT

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7' -

6"

1' -

3"

1' - 3" 1' - 3"

2' - 6"

10

' -

0"

19' - 3 1/2"

2'-6"x2'-6"x10'-0" CONCRETE PILE CAPST.O. PC EL.: +/- 4.15'

HELICAL TYPE 2(4 PER CAP)

1' -

3"

SP

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PIL

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7' -

6"

1' -

3"

10

' -

0"

1' - 3" 1' - 3"

2' - 6"

HELICAL TYPE 1 (2 PER CAP)

2

S-501

2

S-501TYP.

1

S-501

1

S-501TYP.

TYPE PLATE 3DESIGN LOAD(STRENGTH)

PLATE 2PLATE 1ORIENTATIONSHAFT

DIAMETER

1 14" - DIAM. 15.06 kips16" - DIAM.16" - DIAM.VERTICAL3-1/2"

2 -12" - DIAM.14" - DIAM.BATTER30° MIN. , 45° MAX.

7.30 kips3-1/2"

TABLE NOTES:

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

HELICAL PILE SHAFT AND BEARING PLATES SHALL BE HOT-DIP GALVANIZED.

PLATE 1 IS THE TOP MOST PLATE.

SPACING BETWEEN PLATE 1, PLATE 2, PLATE 3 SHALL BE NO LESS THAN THREE TIMES THE

PLATE 1 SHALL BE LOCATED A MINIMUM OF 6'-0" BELOW COMPETENT, STIFF SOIL, BUT NO LESS THAN 40'-0" BELOW THE GROUND SURFACE.

HELIX PLATES SHALL BE WELDED TO THE SHAFT WITH 1/4" FILLET WELDS ABOVE AND BELOW PLATE.

HELIX PLATES MAY BE CUT UP TO 60 DEGREES PER DETAIL A / A TO ALLOW FOR EASIER INSTALLATION.

CONTRACTOR'S ENGINEER SHALL USE THE LOADS PROVIDED AND THE PROJECT GEOTECHNICAL REPORT TO VERIFY THE HELICAL PILES SHOWN WITH INDEPENDENT CALCULATIONS. SUBMIT CALCULATIONS TO THE EOR FOR REVIEW.

CONTRACTOR'S ENGINEER MAY USE THE LOADS PROVIDED AND THE PROJECT GEOTECHNICAL REPORT TO DEVELOP ALTERNATE HELICAL PILE DESIGNS. SUBMIT CALCULATIONS AND SHOP DRAWINGS OF ALTERNATE DESIGNS TO THE EOR FOR REVIEW.

BOTH CALCULATIONS AND SHOP DRAWINGS SHALL BE STAMPED AND SIGNED BY A CIVIL ENGINEER, REGISTERED IN THE STATE OF CALIFORNIA.

HELICAL TABLE

NO

TE

3N

OT

E 3

NO

TE

4

STIFF, DENSE COMPETENT SOIL PER GEOTECH. REPORT

PLATE 1

PLATE 2

PLATE 3

PILE CAP

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1 HELICAL PIPE FOUNDATION

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HELIX PLATES SHALL HAVE A MINIMUM THICKNESS OF 1/2" AND SHALL BECONSTRUCTED WITH ASTM A572, GR. 50 KSI MATERIAL.

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2' -

6"

8' -

6"

2' - 6"

2' -

6"

2' - 6"

5' - 0"

MAX.

2' - 0"

MAX.

2' - 0" 5' - 0"

(TY

P)

4' -

6"

(TY

P)

2' -

0"

MA

X.

NO PENETRATIONS WITHIN 5'-0" OF CONTAINER ENDS, TYP.

ADD L3x2x1/4 (LLV)ANGLES ABOVE AND BELOW OPENINGS, TYP

OPENING OPENING

4

S-501

TYP. @ CORNER CASTINGS

5

S-502TYP.

NOTES:

HSS3x2x3/16 FLAT, MITER CORNERS AND SEAM WELD. PROVIDE SEAM WELD TO CONTAINER ALL AROUND, TYP.

1.

2.

MAXIMUM OPENING SIZES SHOWN ARE FOR ROUGH OPENINGS ONLY.

COORDINATE SIZE OF FINISHED OPENINGS (e.g., INTERIOR TO HSS MEMBERS) WITH PREFABRICATED METAL LOUVRES MANUFACTURER AND FORCED AIR EQUIPMENT.

TYP1' - 0" MIN.

8' -

0"

20'-0" (NOMINAL)

5' - 9" +/- 3' - 4" +/-

EQ

EQ

2' -

4"

1' -

8"

SEE NOTE 3

1' - 8" 4' - 1" +/-

SEE NOTE 3

1' - 8" 2' - 6" +/-

EXISTING FORKLIFT POCKET

EXISTING FORKLIFT POCKET

EXISTING FRAMING BELOW SUBFLOOR

W6x20

W6x20

W6x20

W6x20

W6x20

W6x20

SEE NOTE 5

OPENING OPENING

FLOOR PENETRATIONS (2 TOTAL)

NOTES:

5.

6.

7.

W6x20 TO EXTEND TWO BAYS BEYOND OPENING, TYPICAL ON BOTH SIDES.

REFER TO DETAILS 3, 4 ON SHEET S-502 FOR WF FRAMING CONNECTIONS AND ATTACHMENTS TO CONTAINER SUB-FLOOR.

REFER TO DETAIL 2 ON SHEET S-502 FOR EQUIPMENT BASE PLATE DETAILS.

S-501

4 TYP. @ CORNER CASTINGS

1.

2.

3.

4.

TOP OF FINISH FLOOR SHALL BE LOCATED AT EL. 4.75'.

INSTALL W6 FRAMING AND ATTACH TO SUBFLOOR FRAMING PRIOR TO CUTTING FLOOR OPENINGS.

NO MORE THAN ONE JOIST SHALL BE CUT FOR EACH OPENING.

LOCATE FLOOR OPENING LOCATIONS TO AVOID CONTAINER FORKLIFT POCKETS.

20'-0" (NOMINAL)

5' - 9" +/- 3' - 4" +/-

8' -

0"

EQ

EQ

NOTES:

1.

2

3.

INSTALL ANGLE MEMBERS AND ATTACH TO THE ROOF DECK PRIOR TO CUTTING ROOF OPENINGS.

CENTER OF ROOF PENETRATIONS TO LINE UP WITH CENTER OF FLOOR OPENINGS.

REFER TO DETAIL 1 ON SHEET S-502 FOR THE ANGLE ATTACHMENTS TO THE ROOF DECK.

ROOF PENETRATIONS (2 TOTAL)

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

L3x3x1/4

CLR.

3' - 0"

2' - 0"

OPENING

2' - 6"

OPENING

2' - 6" 2' - 0"

(OP

EN

ING

)

2' -

6"

OPENING OPENING

CL

R.

3' -

0"

(OP

EN

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)

2' -

6"

2' -

6"

8' -

6"

2' - 6"

2' -

6"

2' - 6"

5' - 0"

MAX.

2' - 0"

MAX.

2' - 0" 5' - 0"

(TY

P)

4' -

6"

(TY

P)

2' -

0"

MA

X.

NO PENETRATIONS WITHIN 5'-0" OF CONTAINER ENDS, TYP.

ADD L3x2x1/4 (LLV)ANGLES ABOVE AND BELOW OPENINGS, TYP

OPENING OPENING

4

S-501

TYP. @ CORNER CASTINGS

5

S-502TYP.

NOTES:

1.

2.

HSS3x2x3/16 FLAT, MITER CORNERS AND SEAM WELD. PROVIDE SEAM WELD TO CONTAINER ALL AROUND, TYP.

MAXIMUM OPENING SIZES SHOWN ARE FOR ROUGH OPENINGS ONLY.

COORDINATE SIZE OF FINISHED OPENINGS (e.g., INTERIOR TO HSS MEMBERS) WITH PREFABRICATED METAL LOUVRES MANUFACTURER AND FORCED AIR EQUIPMENT.

TYP1' - 0" MIN.

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2 SHIPPING CONTAINER WEST ELEVATIONSCALE: 1/2" = 1'-0"

SHIPPING CONTAINER INTERIOR FLOOR PLAN

SCALE: 1/2" = 1'-0"

SHIPPING CONTAINER ROOF PLAN

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MIN

.1

" M

IN.

1/4 4

CASTING TOEMBED

1/4 4

CASTINGTO EMBED

WELDED STUD BLW, TYP.

EQ EQ

2"

TY

P.

CORNER CASTING

EMBED PL

1/2"

6 3

/4"

EQ

EQ

EQ EQ

1/2

"

3/4" DIAM. ALL THREAD ASTM F1554 GR. 36, 4 PER PLATE, U.O.N.

DBL. HEX NUT w/ 3/16" x 2" SQ. PL. WASHER, TYP.

STD. NUT & WASHER WITH LOCK-NUT, TYP.

NOTES:ALL PLATES AND CONNECTION HARDWARE, INCLUDING THREADED RODS, WASHERS AND NUTS SHALL BE HOT-DIP GALVANIZED.

USE A TEMPLATE TO TRANSPOSE BOLT PATTERN ONTO PLATE BEFORE DRILLING HOLES.

1.

2.

PL. 1/2" x 10" x 0'-10" w/ STD. HOLES, 10 INSTANCES

EMBED. PL. 1/2" x 10" x 1'-4" w/ (6)-3/4 DIAM. WELDED STUDS, 4 INSTANCES

#4 CLOSED TIE AT 9" O.C.

(16) CONT. #5 BARS

3/4" CHAMFER

HELICAL PER PLAN

+/- 1/2"

W.P. C.L. OF PL.

C.L. OF PL.,HELICAL

C.L. OF PL.,HELICAL

CORNER CASTING OF CONTAINER NOT SHOWN.

1/4TYP.

2' - 6"

2' -

6"

EQ

EQ

NOTES:SEE DETAIL 2 / - FOR INFORMATION NOT SHOWN.1.

HELICAL PER PLAN

+/- 3 1/2"W.P.

C.L. OF PL.

C.L. OF PL.,HELICAL

C.L. OF PL.,HELICAL

10' - 0"

2' -

6"

C.L. OF PL.,HELICAL

1' - 0"

C.L. OF PL., HELICAL

+/- 3 1/2" W.P.

C.L. OF PL.

1' - 0"

1' - 3"

HELICAL PER PLAN

1' - 3"

SHIPPING CONTAINER

(2) STIRRUPS ATPC ENDS, TYP.

TERMINATE BARS W/ STD HOOKS, TYP

NO

TE

1, 3

EXISTING CONCRETE

THICKNESS TO MATCH CONCRETE BLW.

9"

2" TYP.

+/- 1' - 6"

PERP. WALL BEYOND

EXISTING REINF., WHERE OCCURS

#4 EPOXY DOWELS, TYP., NOTE 2

NOTES:

CHIP DOWN EXISTING CONCRETE TO EXPOSE EXISTING REINFORCING.

INSTALL REBAR DOWELS ADJACENT TO EXISTING REINFORCING AS SHOWN. NUMBER OF REBAR DOWELS AND CURTAINS SHALL MATCH THE EXISTING CONDITION. INSTALL (3) REBAR DOWELS AS A MINIMUM. USE HILTI HIT-RE 500 V3 EPOXY.

EXTEND THE CONCRETE VERTICALLY TO MATCH THE HEIGHT OF THE ADJACENT CONCRETE WALL (10" MAXIMUM EXTENSION).

SEE CIVIL DRAWINGS FOR LOCATION OF CONCRETE EXTENSIONS.

1.

2.

3.

4.

T.O. EXISTING CONCRETE

#4 BAR, MATCH NUMBER OF REINF. CURTAINS

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4 SECTION - CORNER CASTING

S-101 SCALE: 1" = 1'-0"

2 SECTION - PILE CAPS-101 SCALE: 1" = 1'-0"

1 SECTION - PILE CAP

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MAX.

2' - 6"

MA

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2' -

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A1/8 2

EA. DECKFLUTE, TYP.

1/8 1 @ 12

3 WELDS MIN,TYP.

3/16

ANGLE-TO-ANGLE,TYP.

ANGLE PER PLAN, TYP.

ROOF PENETRATION

NOTES:

INSTALL ANGLE MEMBERS AND ATTACH TO THE ROOF DECK PRIOR TO CUTTING ROOF OPENINGS.

1.

SECTION A-A

A

ANGLE PER PLAN, TYP.

L2x2x3/16

3/16

ANGLE-TO-ANGLE,TYP.

ROOF HATCH (NOT BY BC)

PE

R P

LA

N

PL 1/8", SHAPED TO DECK PROFILE.SEAM WELD TO DECK & ANGLES

NOTES:

PRE-DRILL THE HOT ROLLED STEEL FLANGES WITH 7/32" DIAMETER HOLES.

INSTALL SELF-TAPPING SCREW IN THE MIDDLE THIRD OF THE METAL JOIST FLANGE BELOW.

INSTALL WF FRAMING AND ATTACH TO THE METAL JOISTS PRIOR TO CUTTING ANY FLOOR PENETRATIONS OR CUTTING ANY METAL JOISTS.

1.

2.

3.

1/4" SELF-TAPPING SCREW, E.S.

W6 FRAMING PER PLAN

2" MAX.1" MIN.

3/4" MARINE PLYWOOD SUBFLOOR, V.I.F.

4" DEEP METAL JOIST, V.I.F.

PERPENDICULAR

1/4" SELF-TAPPING SCREW, 12" O.C.

PARALLEL

2" MAX.1" MIN.

4" DEEP METAL JOIST, V.I.F.

1" MAX.

1/2" MAX.

1 1/2"

1"

NOTES:

CONNECTIONS SHALL BE SLIP-CRITICAL CONNECTIONS WITH CLASS A PREP OF FAYING SURFACES.

ALL BOLTS SHOWN SHALL BE A325 HIGH STRENGTH BOLTS UNLESS OTHERWISE NOTED.

BOLTS SHALL BE FULLY TENSIONED.

1.

2.

3.

L6x4x5/16 x 0'-4 1/2"

3/4" DIAM. BOLTS W6 FRAMING PER PLAN

1 1

/8"

TY

P

3"

MA

X.

CONTAINER WALL

WALL OPENING,PER PLAN

1/8 2

AT EACH WALLFLUTE

1/8 2

AT EACH WALLFLUTE

ANGLE PER ELEVATION

NOTES:

ATTACH THE ANGLE TO THE CONTAINER WALL PRIOR TO CUTTING THE WALL OPENING.

COORDINATE CLEAR DISTANCE FROM EDGE OF OPENING WITH LOUVRES AND/OR FORCED AIR EQUIPMENT.

PROVIDE HSS ALL AROUND CONTAINER OPENING. MITER CORNERS OF HSS AND SEAM WELD. PROVIDE SEAM WELD TO CONTAINER ALL AROUND.

1.

2.

3.

HSS FLAT, PER ELEVATION

1/8SEAM

1" 1' - 8" 1"

2' -

5"

2' - 5"

1"

1' -

8"

1"

1 1

/2"

TY

P.

EQ EQ EQ

EQ

EQ

EQ

PL. 1-1/2" x 29" x 2'-5"

W6 FRAMING PER PLAN

FLOOR PENETRATION BELOW

12" MAX. DIAMETER PL. PENETRATION

3/4" DIAM. WELDED STUD BOLT w/ DBL HEX NUTS, 12 TOTAL

NOTES:

USE TEMPLATE TO TRANSPOSE BOLT PATTERN FROM BASE PLATE TO WIDE FLANGES BELOW.

1.

1 1/2" TYP.

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1 DETAIL - ROOF PENETRATIONS

SCALE: 1 1/2" = 1'-0"

3 DETAIL - W6 CONNECTIONS

SCALE: 1 1/2" = 1'-0"

4 DETAIL - W6 CONNECTIONS

S-102 SCALE: 3" = 1'-0"

5 SECTION - WALL OPENING

SCALE: 1 1/2" = 1'-0"

2 DETAIL - EQUIPMENT BASE PLATE

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8' -

0"

10' - 0"

PER CONTRACTOR PER CONTRACTOR PER CONTRACTOR

1.5" SCH 40 STL HDG PIPENOTCHED 1/2" FOR SLATS

2" SCH 40 STL HDG PIPE HINGE, SEE HINGE PLATE DETAIL

1" x 3/16" HDG SLATS, 6" SPACING

(4) 1-1/2" x 3/16" HDG SLATS,WELDED, 2' SPACING,NOTCHED 1/2" FORVERTICAL SLATS

2' -

0"

2' -

0"

2' -

0"

2

M-501

NOTES

1.

2.

HDG BAR SCREEN AFTER FABRICATION

EXTERNAL HINGE PLATES MUST BE AFFIXED TO BAR SCREEN DURING FABRICATION

8' -

0"

2' -

0"

2' -

0"

2' -

0"

1' -

0"

(4) 1-1/2" x 3/16" HDG SLATS,WELDED, 2' SPACING,NOTCHED 1/2" FORVERTICAL SLATS

3/8" STL PLATES, SEEHINGE PLATE DETAILS

2" SCH 40 STL HDG PIPE HINGE, SEE HINGE PLATE DETAIL

1/2" DIA 304 SS A307 BOLT, TYP. (TWO EACH SIDE)

4"

SHIPPING CONTAINER

PILE CAP

FLANGED OR GROOVEDPER CONTRACTOR

MOTOR - SEE SPECIFICATIONS ON M-101

EL 5.25'

SEE STRUCT.

EQUIPMENT BASE PLATESEE DWG. S-502

T/PLATE

W6 PUMP SUPPORTSEE STRUCT. (TYP)

EL 1.25'

CL DISCHARGE

EL -3.75'

B/ PUMP

EL -3.00'

BOTTOM OF POND EL. -4.25' +/- (VARIES)

SEE EXTERNAL HINGE PLATE

304 SS LOCK NUT

SEE NOTE 2

8" MIN

SEE INTERNAL HINGE PLATE

BEARING TYP.

2" MIN

LOCATE BOLT INMIDDLE THIRD OFCORRUGATION,TYPICAL

SHIPPING CONTAINER

SEE NOTE 3

DO NOT FULLY CRIMP CONTAINER SIDE WHILE TIGHTENING.

LOCATE AT CENTER OF FLUTES.

UNIFORM CORRUGATIONS. ALL DIMENSIONS LABELED "PER SECTION" DEPENDENT ON ACTUAL CORRUGATION LENGTH.

HDG INTERNAL AND EXTERNAL HINGE PLATES AFTER FABRICATION

APPLY GREASE BETWEEN 2" AND 1-1/2" PIPE

1.

2.

3.

4.

5.

NOTES

1"

6"

1"

8"

PER SECTION

8" MIN SEE NOTE 2

3/8"x8"x22" MIN STL PLATE,SEE HINGE PLATE PLAN VIEW

5/8" BOLT HOLE, TYP.5/8" BOLT HOLE, TYP.4

M-501

3/8"x8"x10" MIN STL PLATE,SEE HINGE PLATE PLAN VIEW

1" PER SECTION 1"

1"

6"

1"

6"

6"

4"

1/4" HDG PLATES

1/4

2" SCH 40 STL HDG PIPE HINGE

10 1/4" 3"

2"

2"

1/4

5/8" BOLT HOLE, TYP.

6

M-501

MIN.

6"

MIN.

6"

EDGE OF CONC.SEE NOTE 5

10" PIPE3/16"x2" BENTHDG PLATE

1/2" DIA 304 SS ANCHOR BOLT WITH4 1/2" EMBED, TYPICAL. ONE EA. SIDE

12' SPACING BETWEEN FASTENINGS

ALL NEW WORK TO BE HOT-DIP GALVANIZED (HDG) UNLESS OTHERWISE NOTED.

LOCATE ANCHORS TO AVOID EXISTING REINFORCING.

WRAP PIPE WITH NEOPRENE BETWEEN BRACKETS AND WALL.

SEE STRUCTURAL DRAWINGS FOR CONC. EXT.

1.

2.

3.

4.

5.

NOTES1/8" NEOPRENE WRAP

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M-101 SCALE: 1/2" = 1'-0"

1 BAR SCREEN DETAILM-501 SCALE: 1/2" = 1'-0"

2 BAR SCREEN PROFILE

M-101 SCALE: 1/2" = 1'-0"

3 PUMP DETAIL

SCALE: 3" = 1'-0"

HINGE PLATE PLAN

SCALE: 3" = 1'-0"

INTERNAL HINGE PLATE PLANSCALE: 3" = 1'-0"

5 EXTERNAL HINGE PLATE PLAN

M-501 SCALE: 3" = 1'-0"

4 HINGE PROFILESCALE: 3" = 1'-0"

PIPE FASTENING PLAN

M-101 SCALE: 3" = 1'-0"

6 PIPE FASTENING PROFILE

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project 5208

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