GENERAL STRUCTURAL NOTES SPECIAL …files.radoscompanies.com/wp-content/files/digester/plans/4...general structural notes special inspection and testing schedule soil and foundations

GENERAL NOTES, SPECIAL INSPECTION ANDTESTING SCHEDULE, AND ABBREVIATIONS

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1288011.00

DECEMBER 2012

ORO LOMA SANITARY DISTRICTALAMEDA COUNTY, CALIFORNIA

DIGESTER FACILITIES IMPROVEMENT PROJECT

303 SECOND STREET, SUITE 300 SOUTH, SAN FRANCISCO, CA 9410712/10/12

GENERAL STRUCTURAL NOTES SPECIAL INSPECTION ANDTESTING SCHEDULE

SOIL AND FOUNDATIONS

1. GEOTECHNICAL INVESTIGATIONS FOR DESIGN PURPOSES FOR THIS PROJECT WEREMADE FOR ORO LOMA SANITARY DISTRICT BY JACOBS ASSOCIATES IN A REPORTDATED JULY 8, 2012 .

2. IN ACCORDANCE WITH THE IBC CHAPTER 18 THE SOILS ARE GENERALLY CLASSIFIEDAS FILL AND BAY MUD OVER SILTY AND SANDY CLAY.

3. SOILS SHALL BE EXCAVATED TO THE ELEVATIONS INDICATED ON THE DRAWINGS FORFOUNDATIONS. THE SUBGRADE SHALL BE PREPARED AS INDICATED ON THEDRAWINGS AND SPECIFICATIONS AND APPROVED BY THE GEOTECHNICAL ENGINEER.EXCAVATED MATERIAL SHALL BE REPLACED WITH STRUCTURAL FILL AS SHOWN ONTHE DRAWINGS. FOUNDATIONS SHALL BE CONSTRUCTED AGAINST UNDISTURBEDNATIVE COMPETENT MATERIAL OR COMPACTED STRUCTURAL FILL.

GENERAL

1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE THE 2010 CALIFORNIA BUILDINGCODE AND THE REFERENCED BUILDING CODE STANDARDS.

2. THESE NOTES AS WELL AS THE TYPICAL DETAILS APPLY TO ALL PARTS OF THEPROJECT, UNLESS NOTED OTHERWISE.

3. SHOP DRAWINGS FOR THIS CONTRACT SHALL BE COORDINATED WITH FAVORABLYREVIEWED EQUIPMENT MANUFACTURER'S DRAWINGS.

4. DIMENSIONS NOTED WITH AN ASTERISK, " * ", ARE TO BE COORDINATED WITHFAVORABLY REVIEWED EQUIPMENT MANUFACTURER.

PERMITS AND INSPECTIONS

1. OLSD WILL ISSUE THE BUILDING PERMIT TO THE CONTRACTOR. THE CONTRACTOR ISRESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS AS DESCRIBED IN THESPECIFICATIONS, AND AS REQUIRED BY ANY OTHER AGENCY BESIDES OLSD.

2. THE CONTRACTOR SHALL SELECT, INSTALL AND MAINTAIN SHORING, SHEETING,BRACING AND SLOPING AS NECESSARY TO MAINTAIN SAFE EXCAVATIONS. THECONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING FULL COMPLIANCE WITH 29CFR PART 1926 OSHA SUBPART P EXCAVATIONS AND TRENCHES REQUIREMENTS. ALLEARTHWORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH APPLICABLE LAW,INCLUDING LOCAL ORDINANCES, CALOSHA, CALIFORNIA CIVIL CODE AND CALIFORNIADEPARTMENT OF INDUSTRIAL SAFETY REQUIREMENTS, AND APPLICABLE OSHAREQUIREMENTS.

SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS

1. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 48-HOURS BEFORE PLACEMENT OFREINFORCING STEEL AND CONCRETE SO THAT THE SUBGRADE OF EXCAVATIONS MAYBE INSPECTED BY THE GEOTECHNICAL ENGINEER.

2. THE GEOTECHNICAL ENGINEER SHALL VERIFY BACKFILL MATERIAL AND BACKFILLINGPROCEDURES AND PROVIDE SOIL COMPACTION TESTS.

3. STRUCTURAL OBSERVATION SHALL BE PROVIDED BY A REGISTERED DESIGNPROFESSIONAL COMPETENT TO OBSERVE STRUCTURAL WORK, IN ACCORDANCE WITHCBC 2010, SECTION 1709. STRUCTURAL OBSERVATION SHALL CONSIST OF SITE VISITSAT INTERVALS APPROPRIATE TO THE STAGE OF CONSTRUCTION TO OBSERVECONSTRUCTION IN PROGRESS AND REVIEW OF TESTING AND INSPECTION REPORTSFOR GENERAL COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS RELATING TO THESTRUCTURAL WORK AND THE NONSTRUCTURAL COMPONENTS AND EQUIPMENTANCHORAGE.

4. SPECIAL INSPECTION IN ACCORDANCE WITH CBC 2010, SECTION 1704, SHALL BEREQUIRED AS INDICATED IN THE SPECIAL INSPECTION AND TESTING SCHEDULE ONTHIS SHEET.

2. CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-08 INCLUDING BARBENDS AND HOOKS, UNLESS DETAILED OTHERWISE.

3. SUBMIT CONCRETE LIFT DRAWINGS SHOWING THE LOCATION OF CONSTRUCTIONJOINTS, WATERSTOPS AND OTHER TYPES OF JOINTS OTHER THAN SPECIFIED ORSHOWN ON THE DRAWINGS FOR FAVORABLE REVIEW BY THE ENGINEER BEFORESTART OF WORK ON FORMS, REINFORCING STEEL OR PLACING CONCRETE. ANYADDITIONAL VERTICAL OR HORIZONTAL CONSTRUCTION JOINTS SHALL HAVE ASTANDARD KEYWAY AND SHALL BE FAVORABLY REVIEWED BY THE ENGINEER.REFER TO SPECIFICATIONS AND TYPICAL DETAILS FOR ADDITIONALINFORMATION. CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4-INCHAMPLITUDE.

4. OPENINGS, PIPE SLEEVES, CONDUITS, INSERTS AND OTHER EMBEDDED ITEMSSHALL BE IN PLACE BEFORE CONCRETE IS PLACED. IT IS THE CONTRACTOR'SRESPONSIBILITY TO COORDINATE ARCHITECTURAL, CIVIL, MECHANICAL,ELECTRICAL, LANDSCAPING, HVAC, PLUMBING, INSTRUMENTATION AND OTHERPLANS FOR ITEMS REQUIRING SLEEVES AND EMBEDMENTS IN CONCRETE WHICHARE NOT INDICATED OR SHOWN ON STRUCTURAL DRAWINGS. NO PIPES ORSLEEVES SHALL PASS THROUGH STRUCTURAL MEMBERS (UNLESS SHOWN ONSTRUCTURAL DRAWINGS). COORDINATE WITH EQUIPMENT MANUFACTURERSDRAWINGS FOR ANCHORING DEVICES.

5. UNLESS OTHERWISE NOTED, ALL EXPOSED EDGES AND CORNERS SHALL BECHAMFERED 3/4-INCH. INTERIOR FLOOR SLABS AND EXTERIOR SIDEWALKS SHALLHAVE TOOLED 3/8-INCH RADIUS CONSTRUCTION JOINT.

6. EACH FACE CONCRETE SHALL BE REINFORCED A MINIMUM OF NO. 5 BARS AT12-INCHES EACH WAY.

7. CONCRETE ENCASE ALL PIPES AND CONDUITS UNDER CONCRETE SLABS ANDFOOTINGS

REINFORCING STEEL

1. REINFORCING BARS SHALL BE ASTM A615-GRADE 60.2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.3. ARRANGEMENT AND DETAILING OF REINFORCING STEEL, INCLUDING BAR SUPPORTS AND

SPACERS, SHALL BE IN ACCORDANCE WITH THE LATEST ACI 315 DETAILING MANUAL.4. REINFORCING SHALL LAP IN ACCORDANCE WITH THE CONCRETE REINFORCEMENT SPLICE

TABLE, UNLESS OTHERWISE SHOWN. WHEN BARS OF DIFFERENT SIZE LAP TO EACHOTHER, SPLICE LENGTH FOR THE SMALLER BAR CAN BE USED. DOWELS SHALL HAVE THESAME SIZE AND SPACING AS THAT OF THE REINFORCING STEEL THEY ARE SPLICED ANDSHALL HAVE A MINIMUM LAP AS NOTED ABOVE. BAR SPLICES SHALL BE STAGGERED.

5. HOOK REINFORCING BARS INTERUPTED BY OPENINGS.6. NO WELDING OF REINFORCING BARS SHALL BE PERMITTED, UNLESS APPROVAL IN

WRITING IS OBTAINED FROM THE ENGINEER PRIOR TO CONSTRUCTION.7. DIMENSIONS TO REINFORCING ARE TO BAR CENTERLINES, UNLESS NOTED OTHERWISE

BAR COVER IS CLEAR DISTANCE BETWEEN THE BAR AND THE CONCRETE SURFACE.UNLESS NOTED OR SHOWN OTHERWISE BAR COVER FOR REINFORCING STEEL SHALL BEAS FOLLOWS:

FOOTINGS AND BASE SLABS:FORMED SURFACES AND BOTTOMS ON CONCRETE WORK MAT 2-INCHTOP SURFACES EXPOSED TO EARTH, WATER, OR WEATHER 2-INCHBOTTOMS AND SIDES IN CONTACT WITH EARTH 3-INCH

SUSPENDED SLABS:FORMED SURFACES EXPOSED TO EARTH, WATER, OR WEATHER 2-INCHTOP AND BOTTOM BARS DRY CONDITION 1-INCH

BEAMS AND COLUMNS:DRY CONDITIONS:

STIRRUPS, SPIRALS, AND TIES 1 1/2-INCHPRINCIPAL REINFORCEMENT 2-INCH

EXPOSED TO EARTH, WATER, OR WEATHER:STIRRUPS, SPIRALS, AND TIES 2-INCHPRINCIPAL REINFORCEMENT 2 1/2-INCH

WALLS:LESS THAN 12-INCHES THICK 1 1/2-INCH12 INCHES OR OVER IN THICKNESS 2 1/2-INCH

CONCRETE:

1. CEMENT SHALL BE ASTM C150 TYPE II FOR ALL STRUCTURES. CONCRETESHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH (PSI) AS NOTED INTHE TABLE BELOW AND AS FURTHER DEFINED IN THE SPECIFICATIONS:

STRUCTURAL STEEL:

1. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL CONFORM TO ASTM A36. W-AND WT- SHAPES SHALL CONFORM TO ASTM A992. PLATES CONNECTING TO W- ANDWT- SHAPES SHALL CONFORM TO ASTM A572 GRADE 50. HOLLOW STRUCTURALSECTIONS (HSS) SHALL CONFORM TO ASTM A500 GRADE B. STEEL PIPE SHALLCONFORM TO ASTM A53 TYPE E OR S.

2. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN CONFORMANCEWITH THE LATEST AISC SPECIFICATION PARTS 1 THRU 4 AND THE "SPECIFICATION FORSTRUCTURAL STEEL BUILDINGS".

3. CONNECTIONS AND BOLTS SHALL CONFORM TO THE AISC ALLOWABLE STRESSDESIGN SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.CONNECTIONS SHALL USE ASTM A325-X BOLTS UNLESS NOTED OTHERWISE. PROVIDEWASHERS AT ALL CONNECTIONS WITH OVERSIZE OR SHORT SLOTTED HOLES.

4. WELD ELECTRODES SHALL CONFORM TO AWS A5.1 OR A5.5 E70XX ELECTRODES.WELDING SHALL BE DONE BY CERTIFIED WELDERS. WELDING SHALL USE ONLYAPPROVED ELECTRODES. WELDING SHALL CONFORM TO THE PROVISIONS OF THELATEST STRUCTURAL WELDING CODE (AWS D1.1).

5. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL COMPONENTS AND CONNECTIONSSHALL BE PAINTED OR PROTECTIVE COATED IN ACCORDANCE WITH THESPECIFICATIONS.

STRUCTURAL ALUMINUM:

1. UNLESS NOTED OTHERWISE, STRUCTURAL ALUMINUM SHALL BE GRADE 6061-T6.2. THE FABRICATOR AND INSTALLER MUST BE A STATE LICENSED CONTRACTOR

REGULARLY ENGAGED IN CUSTOM FABRICATION AND INSTALLATION OF WELDED ANDBOLTED STRUCTURAL ALUMINUM.

3. WELD ELECTRODES SHALL CONFORM TO AWS A5.3 OR A5.10. WELDING SHALL BEPERFORMED BY CERTIFIED WELDERS. WELDING SHALL USE ONLY APPROVEDELECTRODES. WELDING SHALL CONFORM TO THE PROVISIONS OF THE LATESTSTRUCTURAL WELDING CODE (AWS D1.2).

4. CONNECTIONS SHALL USE AISI TYPE 316, STAINLESS STEEL BOLTS UNLESS NOTEDOTHERWISE. PROVIDE WASHERS AT ALL BOLTED CONNECTIONS.

5. ALL ALUMINUM IN CONTACT WITH CONCRETE, PLASTER OR OTHER METALS SHALLRECEIVE AN ISOLATION COATING IN ACCORDANCE WITH THE SPECIFICATIONS.

LOADING CRITERIA

1. MINIMUM LOADING REQUIREMENTS PER CHAPTER 16 OF THE 2010 CALIFORNIA BUILDINGCODE INCLUDING LATEST REVISION.

2. DEAD LOAD: AS CALCULATED3. LIVE LOADS:

ELEVATED SLABS & WALKWAYS 100 PSF UNIFORMFIXED LADDERS 300 LBS POINTFIXED STAIRWAYS & EXIT-WAYS 100 PSF UNIFORM, 300 LBS POINT PER

TREADHANDRAILS, GUARDRAILS AND GRAB BARS 50 PLF AT TOP RAIL, 200 LBS POINTROOF (REDUCTION FOR UNIFORM LOAD) 20 PSF UNIFORM, 2,000 LBS POINTGRATING, CHECKERED PLATE, ACCESS HATCHES EQUAL TO FLOOR LIVE LOADSIDEWALKS & VEHICULAR DRIVEWAYS 250 PSF UNIFORM, 8,000 LBS POINT

AASHTO4. WIND LOAD:

IMPORTANCE FACTOR, Iw 1.15BASIC WIND SPEED 85 MPHEXPOSURE C

5. SNOW LOAD:IMPORTANCE FACTOR, I 1.15BASIC GROUND SNOW LOAD, Pg 0

6. SEISMIC LOAD:OCCUPANCY CATEGORY IIISEISMIC IMPORTANCE FACTOR, I 1.25SEISMIC IMPORTANCE FACTOR, Ip 1.50SITE CLASS DSITE COEFFICIENT SS 1.5SITE COEFFICIENT S1 0.6SEISMIC DESIGN RESPONSE PARAMATE R SDS 1.0SEISMIC DESIGN RESPONSE PARAMATER SD1 0.6SEISMIC DESIGN CATEGORY DSITE COEFFICIENT Fa 1.0SITE COEFFICIENT Fv 1.5RESPONSE MODIFICATION FACTOR, Rw 3.0

LONG PERIOD TRANSITION PERIOD, TL 16

STRUCTURAL ABBREVIATIONS

& AND@ AT# NUMBERØ DIAMETERAASHTO AMERICAN ASSOCIATION

OF STATE HIGHWAY TRANSPORTATION OFFICIAL

AB AGGREGATE BASE, ANCHOR BOLTACI AMERICAN CONCRETE

INSTITUTEADDIT ADDITIONALADJ ADJACENTAISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTIONAISI AMERICAN IRON AND

STEEL INSTITUTEAITC AMERICAN INSTITUTE OF

TIMBER CONSTRUCTIONALUM ALUMINUMALT ALTERNATEAPA AMERICAN PLYWOOD

ASSOCIATIONAPROX APPROXIMATEARCH ARCHITECTURALASTM AMERICAN SOCIETY FOR

TESTING AND MATERIALSAWS AMERICAN WELDING SOCIETY

B/ BOTTOM OFBLKG BLOCKINGBLDG BUILDINGBM BEAMBM-1 BEAM MEMBER 1BN BOUNDARY NAILINGBOT BOTTOMBP BASE PLATEBS BOTH SIDESBTWN BETWEEN

C CHANNELCALC'S CALCULATIONSCC,C/C CENTER-TO-CENTERCJ CONSTRUCTION JOINTCJP COMPLETE JOINT PENETRATION℄ CENTERLINECLR CLEARCNJ CONTROL JOINTCOL COLUMNCONC CONCRETECONST CONSTRUCTIONCONT CONTINUOUS

DBL DOUBLEDIA DIAMETERDIM DIMENSIONDL DEAD LOADDN DOWNDWG(S) DRAWINGS

(E) EXISTINGEA EACHEF EACH FACEEL ELEVATIONELEC ELECTRICALEMBED EMBEDMENTEN EDGE NAILINGEQ EQUALEQUIP EQUIPMENTES EACH SIDEEW EACH WAYEXP EXPANSIONEXT EXTERIOR

(F) FUTUREFD FLOOR DRAINFF FINISH FLOORFIN FINISHFLR FLOORFN FIELD NAILINGFNDN FOUNDATIONFRP FIBERGLASS REINFORCED

PLASTICFT FOOT/FEETFTG FOOTING

GA GAGE/GAUGEGALV GALVANIZEDGLB GLULAM BEAM

HORIZ HORIZONTALHSS HOLLOW STRUCTURAL SECTIONHT HEIGHTHWL HIGH WATER LEVEL

IBC INTERNATIONAL BUILDING CODEICC INTERNATIONAL CODE COUNCILIN INCHINT INTERIOR

JT JOINT

KIP 1,000 POUNDSKSI KIPS PER SQUARE INCH

L,∠ ANGLELB(S) POUNDSLB/SF POUND(S) PER SQUARE FOOTLL LIVE LOADLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLLBB LONG LEG BACK-TO-BACKLONGIT LONGITUDINALLT LIGHTLW LIGHT WEIGHT

MATL MATERIALMAX MAXIMUMMB MACHINE BOLTMC MOISTURE CONTENTMC MISCELLANEOUS CHANNELMECH MECHANICAL

MIN MINIMUMMISC MISCELLANEOUS

(N) NEWNDT NON-DESTRUCTIVE TEST(ING)NIC NOT IN CONTACTNO. NUMBERNOM NOMINALNS NEAR SIDENSG NON-SHRINK GROUTNTS NOT TO SCALE

OC ON CENTERSOD OUTSIDE DIAMETEROH OPPOSITE HAND, OVERHEADOPNG(S) OPENING(S)OPP OPPOSITE

PAF POWDER ACTUATED FASTENERPER PERIODICPL PLATEPLF POUND PER LINEAL FOOTPP PARTIAL PENETRATIONPSF POUND PER SQUARE FOOTPSI POUND PER SQUARE INCHPT(S) POINT(S)PT PRESSURE TREATED

R, RAD RADIUSRECT RECTANGLE, RECTANGULARREINF REINFORCING, -MENTREQ'D REQUIRED

SCH SCHEDULESF SQUARE FOOTSHT SHEETSIM SIMILARSLBB SHORT LEGS BACK-TO-BACKSLH SHORT LEG HORIZONTALSLV SHORT LEG VERTICALSMS SHEET METAL SCREWSPEC(S) SPECIFICATION(S)SQ SQUARESS STAINLESS STEELSSD SATURATED SURFACE DRYSTAG STAGGERSTD STANDARDSTIFF STIFFENERSTL STEELSTRUC STRUCTURESUSP SUSPENDEDSYM SYMMETRICAL

T/ TOP OFT&B TOP AND BOTTOMTS STRUCTURAL TUBINGTYP TYPICAL

UON UNLESS OTHERWISE NOTEDUT ULTRASONIC TESTING

VERT VERTICALVIF VERIFY IN FIELD

W/ WITHW/O WITHOUTW WIDE FLANGEWP WORK POINTWT WEIGHT, STRUCTURAL TEE

WALL THICKNESSWWF WELDED WIRE FABRIC

YD YARD

1. CONCRETEINSPECTION:CONT PER[X] [ ] CONTINUOUS PLACEMENT INSPECTION

EXCEPT f'c<2,500 PSI OR TYPE E CONCRETE[ ] [X] VERIFY DESIGN MIX[X] [ ] AT TIME SAMPLE TAKEN FOR STRENGTH, SLUMP, UNIT

WEIGHT, AIR AND TEMPERATURE TESTS.[ ] [X] PROPER CURING AND TEMPERATURE[X] [ ] BOLTS INSTALLED IN CONCRETE[ ] [X] REINFORCING PLACEMENT[ ] [X] FORMWORK[ ] [ ] STRESSING & GROUTING OF TENDONS

TESTING:[X] 4 CYLINDERS PER 100 CUBIC YARDS*

TEST: 2 @ 7 DAYS, 2 @ 28 DAYS.* EACH MIX PLACED, EACH DAY PLACEDEXCEPT f'c<2,500 PSI OR TYPE E CONCRETE

[X] SLUMP TEST - PER 50 CY & AT STRENGTH SAMPLE[X] AIR TEST - PER STRENGTH SAMPLES[ ] SHRINKAGE TEST - 3 SPECIMENS PER STRENGTH SCHEDULE[ ] UNIT WEIGHT TEST - PER STRENGTH SAMPLES

2. STEELINSPECTION:CONT PER[ ] [X] HIGH STRENGTH BOLT, NUT AND WASHERS

CONFORM TO ASTM STANDARDS SPECIFIED[ ] [X] BOLT MFR CERTIFICATE OF COMPLIANCE[ ] [X] BEARING-TYPE CONNECTIONS[ ] [X] SLIP-CRITICAL CONNECTIONS[ ] [X] SINGLE PASS FILLET WELDS ≤ 5/16"[X] [ ] SINGLE PASS FILLET WELDS > 5/16"[X] [ ] MULTI-PASS FILLET WELDS[X] [ ] ALL CJP AND PJP GROOVE WELDS[ ] [X] FLOOR AND ROOF DECK WELDS[ ] [X] STEEL FRAMING COMPLIANCE W/ CONST DOCUMENTS[ ] [X] MAGNETIC PARTICLE TESTING 25% OF FILLET WELDS[X] [ ] UT ON ALL CJP WELDS

3. SOILSINSPECTION AND TESTING:CONT PER[ ] [X] VERIFY MATERIAL BELOW FOOTING IS ADEQUATE TO

ACHIEVE DESIGN BEARING CAPACITY[ ] [X] VERIFY EXCAVATIONS EXTEND TO PROPER DEPTH[X] [ ] VERIFY USE OF PROPER MATERIALS, DENSITIES AND

LIFT THICKNESS DURING PLACEMENT OF CONTROLLED FILL

[ ] [X] PRIOR TO PLACEMENT OF CONTROLLED FILL, VERIFYPROPER SUBGRADE PREPARATION

[ ] [X] CLASSIFICATION AND TESTING OF CONTROLLED FILL[ ] [X] EXCAVATION SUPPORT & SHORING[ ] [X] UNDERPINNING

4. PILE FOUNDATIONSINSPECTION:CONT PER[X] [ ] VERIFY PILE MATERIALS, SIZES AND LENGTHS

COMPLY WITH REQUIREMENTS[X] [ ] OBSERVE TESTING OF PILES, IF REQ'D TO VERIFYCAPACITY[X] [ ] OBSERVE DRILLING OPERATIONS AND MAINTAIN

COMPLETE AND ACCURATE RECORDS[X] [ ] VERIFY PLACEMENT LOCATIONS & PLUMBNESS,

EMBEDMENT & ADEQUATE END BEARING CAPACITY

SEE SPECIFICATION SECTION 02460 FOR ADDITIONAL TESTING ANDINSPECTION REQUIREMENTS PERTAINING TO CONCRETE PILES

5. SPECIAL CASESANCHORAGE TO EXISTING CONCRETE/MASONRY (SPEC 05090):[X] CONTINUOUS INSTALLATION INSPECTION[X] PROOF LOAD TEST PER SPEC 05090

(SUBMIT TEST LOADS TO ENGINEER PRIOR TO TEST)- 10% OF ANCHORS FOR DOWELS- 10% OF ANCHORS FOR SILL PLATE BOLTS- 50% OF ANCHORS FOR EQUIP ANCHORAGE- 100% OF ANCHORS FOR HOLD-DOWN BOLTS- 100% FOR ALL OTHER ANCHORS

NOTE: POST-INSTALLED FASTENERS ARE ONLY TO BE INSTALLED WHERESPECIFICALLY INDICATED AND SHALL RECEIVE SPECIAL INSPECTION ANDTESTING IN ACCORDANCE WITH SECTION 05090.

THE FOLLOWING ARE NOT USED:6. STRUCTURAL MASONRY7. WOOD8. SHOTCRETE9. INSULATING CONCRETE FILL10. SPRAY-APPLIED FIRE RESISTIVE MATERIALS11. SMOKE CONTROL SYSTEMS12. REINFORCED GYPSUM CONCRETE

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REINFORCED CONCRETESTANDARD DETAILS 1

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CONSTRUCTION JOINT WITH WATERSTOPWITHOUT WATERSTOP

CONSTRUCTION JOINT

TYPICAL CONTROL JOINTS TYPICAL LONGITUDINAL KEYS

TYPICAL ADDITIONAL REINFORCINGFOR SLAB CORNERS REINFORCEMENT

SPACER FOR WALL

ADDITIONAL REINFORCING AT OPENINGS IN PRESSURE WALLS AND SLABS

TYPICAL CONCRETE CURB

TYPICAL HORIZONTAL CORNER REINFORCING

CONCRETE REINFORCEMENT SPLICE TABLEENCASEMENTTYPICAL PIPE AND CONDUIT

TYPICAL ADDITIONAL REINFORCING AT OPENINGS 12" < D ≤ 54"

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NOT FOR CONSTRUCTION

REINFORCED CONCRETESTANDARD DETAILS 2

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PETE

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19'-0"

19'-0"

19'-0"

10'-9"

10'-9"

2'-6"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"2'-6"

2'-6"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

6'-4"

2'-6"

19'-0"

19'-0"

19'-0"

9'-0"

9'-0"

14" SQ PRECAST CONCPILE, TYP OF 240,TOTAL, SEE SHEET S-11

24" Ø COLUMNABOVE SLABTYP OF 12 EADIGESTER

2'-6" THICK SLAB

BS-8

BES-8

E

TYPTYP

1S-11

SEE DETAIL

TYP OF 120 EADIGESTER

1'-0"

1'-0"

1'-0"

1'-0"

TYP 4 QUADRANTS

℄ PILE ALIGNED WITHCENTERLINE OF WALL16.68° T

YP

℄ ALIGNED WITHSQUARE GRID OFPILES, USE ASREFERENCE POINTFOR PILE CIRCLE

9'-6"

9'-6"

℄

℄

AS-7

AA

S-7

A

SIM

SIM

EL 2.5 +TYP AT EDGE

EL 1.5 +

CJ, TYP

CJ IN WALL, SEENOTE 3 TYP

SLOPE

SLOPE

SLOPE

SLOPE

75'-0"

78'-6"

℄

℄℄

℄

CJ INSLAB TYP

82'-6"

4S-11

SEE DETAIL

TYP EA DIGESTER

DIGESTERS 6 AND 7FOUNDATION PLAN

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FOUNDATION PLAN

NOTES:

1. TYPICAL DETAILS, SHOWN ON TYPICAL DETAIL SHEETSS2 AND S3, ARE APPLICABLE UNLESS OTHERWISENOTED.

2. DIMENSIONS SHOWN FOR LAYOUT OF PILES ONDIGESTER #7 ARE SIMILAR FOR DIGESTER #6.

3. PROVIDE CONSTRUCTION JOINTS WITH WATERSTOP INTHE WALLS AT A MAXIMUM OF ±30'-0" ON CENTER.

4. PROVIDE A COARSE BROOM FINISH FOR THE TOP OFTHE FLOOR AND ROOF SLAB.

5. PROVIDE A FILLED AND RUBBED FINISH FOR THEINTERIOR WALLS, COLUMNS, INTERIOR CEILING,EXTERIOR WALLS BELOW GRADE.

6. PROVIDE A LIGHT SANDBLAST FINISH FOR EXTERIORFACE OF WALL ABOVE GRADE.

7. DIGESTERS ARE MIRROR IMAGES UNLESS OTHERWISENOTED. MIRROR LINE SHALL BE TAKEN DOWN THECENTERLINE BETWEEN THE TWO DIGESTERS.

1/8"=1'-0"

0 5 10

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DIGESTER #7DIGESTER #6

19'-0"

19'-0"

19'-0"

19'-0"

19'-0"

19'-0"19'-0"

19'-0"

19'-0"

R37'-

6"TY

P

R39'

-3"

TYP

R41'-3"

TYP

CONCRETE STAIR,TYP EA DIGESTER

24"Ø CONCRETECOLUMNS, TYP OF12 EA DIGESTER

21" THICK CONCWALL

EDGE OF FOOTING

1" EXPANSION JOINTWITH SEALANT, TYP

3'-6" WIDELANDING

12" THICK EQUIPMENTSLAB, REINF WITH #5 @12" EW T&B, WITHCOARSE BROOM FINISH

+ EL 9.70

BS-8

B

EL 9.20 +

+ EL 6.10

+ EL 6.30

4'x6' OPENINGS TYPOF 2 EA TANKSEE NOTE 4

28'-6

"

14'-0"22'-4"84'-6"20'-3"

8.79°

37'-0

1/2

"17'-3

"6'

-8"

EL 6.7

+ EL 6.50

+ EL 6.60

+ EL 6.70

EL 7.40 +

EL 7.80 +

EL 7.45 + EL 8.2 + + EL 8.70 + EL 9.70

+ EL 7.60

EL 8.40 +

EL 9.20 +

EL 8.75+

+ EL 9.70 + EL 9.70

AS-7

AA

S-7

A

SIM

SIM

1'-11"

3'-8"

3'-9" 6'-9" 2'

13'-6"

7'-0" 4'-10" 7'-0"

9"2'-10"

6'-4" 6'-4

"7'

-8"

6'-4"

4'-1

"5'

-3"

8'-5

"

2'-0

"

8'-0

"

2'-1

0"

6'-2

3/4

"

1'-1

1"

EL 9.30 +

+ EL 7.95

+ EL 6.80

KS-12

K

2' 5'-8" 3'-9"

3'-8

"

2'-1

0"

2'-1

"

1'-1

1"

1'-11"

3'-3"

2'-10"

5'-9"

24"Ø CENTERCOLUMNTYP AT EACHDIGESTER

3'-0"

3'-0"

2'-0"12" DEEP SUMPTYP AT EACHDIGESTER

1" EXPANSION JOINT

3S-12

EQUIPMENTPAD, TYP, HPER MECHDWGS

CJSEE NOTE 2

4S-12

CJSEE NOTE 2

CJSEE NOTE 2

CJSEE NOTE 2

DIGESTERS 6 AND 7GRADE PLAN

S-5

PDS

PDS

JDS

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FILE NAME

JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




GRADE PLAN

1/8"=1'-0"

0 5 10

NOTES:

1. PROVIDE A COARSE BROOM FINISHFOR THE TOP OF THE EQUIPMENTSLAB.

2. PROVIDE CONSTRUCTION JOINTS AT30' MAX IN EQUIPMENT SLAB

3. PROVIDE CONTROL JOINTS INEQUIPMENT SLAB AT 10' ON CENTEREACH WAY.

4. MANWAYS SHALL BE CAST INTO WALLWITH A CUTOFF FLANGE, SIMILAR TOCAST-IN-PIPE DETAIL ON DRAWING M2.MANWAYS SHALL BE 316SS.

PETE

R DANIEL SYMONDS

DIGESTER #7 DIGESTER #6

LS-12

L

EDGE OF WALL (BELOW) AND EDGE OF ROOF SLAB

TYPE 1 ALUMINUM GUARDRAIL

DROP PANEL, TYP OF 24

8'-0"

TYP

8'-0"

TYP

C12x20.7

C12x20.7

ONE TREAD, TYP EA END

TYPE 3GUARDRAIL TYP OF 2

3'-6" WIDE CIP CONCRETE STAIRS

TYPE 2, ALUMINUM GUARDRAIL

WALL MOUNTED ALUMINUM HANDRAIL

2" ALUMINUMGRATING

4'-0

"

4'-0"

4'-0"

4'-0

"

4'-0"

4'-0

"

4'-0"

BS-8

B

TYPE 1 ALUMINUM GUARDRAIL, TYP AT ROOF

CS-8

CTYP

1" EXP JOINT AT TOP OFSTAIRS BETWEENSTAIR AND LANDING.

FS-8

F

5'-8"

3'-1

0"

OVERFLOW BOX

AS-7

AA

S-7

A

SIM

SIM

GS-8

G

R39

'-3"

TYP OF 2

ROOF HATCH, SWINGMANWAY, TYP EADIGESTER

1'-0"

24 RISER EVENLY SPACED23 TREADS AT 11"

19 RISERS EVENLY SPACED18 TREADS @ 11"

24 RISERS EVENLY SPACED23 TREADS @ 11"

DIGESTERS 6 AND 7ROOF PLAN

S-6

PDS

PDS

JDS

\\SFO

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JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




ROOF PLAN

1/8"=1'-0"

0 5 10

NOTES:

1. PROVIDE CONSTRUCTION JOINTS IN SLABS IN ARADIAL PATTERN, AT A MAXIMUM SPACING OF 90DEGREES AROUND THE CIRCLE.

2. PROVIDE A COARSE BROOM FINISH FOR THE TOP OFTHE ROOF SLAB.

PETE

R DANIEL SYMONDS

DIGESTER #7 DIGESTER #6

DROP PANEL

A B C DTOP MOUNTEDALUMINUMGUARDRAIL

SLOPE 1% TYP SLOPE 1% TYP

14" SQ CONCPILES

SLOPE TYPSLOPE TYP

CENTERELEVATION 1.50

CENTER COLUMN,SEE S-11 ANDMECH SHEETS

CONCRETE ENCASEMENT, SEE NOTE 2. SEEMECH FOR PIPE CONTINUITY

12" FOUNDATION MATERIAL OVER FILTERFABRIC TO 12" BEYOND FOUNDATIONEXTENTS.

STRUCTURAL BACKFILL

1'-0" MIN

ADJACENTEQUIPMENT PADON GRADE

DIGESTERS 6 AND 7SECTION

S-7

PDS

PDS

JDS

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25mm

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SCALES1"

CHECKED

DESIGNED

DRAWN

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DATE

SHEET OF

FILE NAME

JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




1/8"=1'-0"

0 5 10

PETE

R DANIEL SYMONDS

S-5, S-6S-4

ASECTION

DIGESTER #6

DDS-8

NOTES:

1. DIGESTER #7 IS A MIRROR IMAGE OF DIGESTER #6,AND NOTES ON THIS SHEET ARE APPLICABLE TODIGESTER #7 AS WELL.

2. PIPE SHALL BE ENCASED BENEATH SLAB INACCORDANCE WITH DETAIL 2 ON S-2, EXCEPT ATBETWEEN MOVEMENT JOINTS SHOWN ONMECHANICAL SHEETS.

(DIGESTER 7 SIMILAR)

S-4

BSECTION

1/4"=1'-0"

30 6

S-4

ESECTION

S-6

CSECTION

S-7

DSECTION

1/2"=1'-0"

0 31 2

S-5

1DETAIL

1/2"=1'-0"

0 31 2

1/2"=1'-0"

0 31 2

1/2"=1'-0"

0 31 2

\\SFO

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NO. REVISION DATE

25mm

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SCALES1"

CHECKED

DESIGNED

DRAWN

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DATE

SHEET OF

FILE NAME

JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




S-6

FSECTION

S-8

1

S-8

PDS

PDS

JDS

PETE

R DANIEL SYMONDS

DIGESTERS 6 AND 7SECTIONS AND DETAILS

S-5, S-6

1"=1'-0"

0 1

S-6

GSECTION

1/2"=1'-0"

0 31 2

S-6

HSECTION

3"=1'-0"

0 1/2

EQ

UA

L

1.9"Ø ALUMINUM TOP RAIL. SEE BLDGELEVATIONS FOR PROFILES.

3'-6

" UN

LES

S O

THE

RW

ISE

NO

TED

1'-0

1/2

"

CONCRETE SLAB OR SIDEWALKOR WALL

4"X 1/4" CONTINUOUS ALUMINUMTOEBOARD

1.9"Ø ALUMINUM GUARDRAILINTERMEDIATE RAILS AND POSTS+

1'-0

1/2

"1'

-0"+

-E

QU

AL

4 1/

2"+ -

GUARDRAIL TYPE 1 IS ATOP MOUNTED GUARDRAIL

GUARDRAIL TYPE 2 IS A SIDEMOUNTED/BOLTED GUARDRAIL

NOTES:SEE POST BASE DETAIL THISSHEET FOR EDGE LOCATION

3/4" 3/4"

6 1/2"

1"1"7"

4"

1/2"

GROUT AS REQUIRED 1/4" MAX.CONC

3/8" x 6 1/2" x 7" ALUMINUMPLATE

1.585"Ø 1'-8" LONG SOLIDALUMINUM REINFORCING BARCLEAR ANODIZED OF POST AND PLATE

TOP OF CONC SLAB

1/2" RADIUS TYP

(2) 1/2"Ø SS MACHINE BOLTS

(4) 1/2"Ø STAINLESS STEELEXPANSION ANCHORS, MIN 4"EMBED

CLOSE BOTTOM OF POSTELEVATION

PLAN VIEW

GUARDRAIL POST

CL

CL1.5" SCHED. 40 ALUM GUARDRAIL POSTEPOXY BOND TO REINF. ROD1-1/2"Ø 1'-8" LONG REINFORCING BARWELDED TO PLATE

EDGE OF CONCRETE AS OCCURS

1 1/2" 1 1/2"8"

(4) 1/2"Ø S.S.ADHESIVE ANCHORS4-1/2" MIN. EMBED.

NOTES:1. PROVIDE TOE BOARD.

6"x8" PLATEGROUT AS REQUIRED

4" MIN

ALUM. HANDRAIL,ATTACH AT EA.VERTICAL SUPPORT,SEE DET.

1-1/2" SCHED. 40ALUM. GUARDRAILAND POSTS, TYP.

RETURNHANDRAIL TOVERTICALSUPPORT

COPE WELD ANDGRIND SMOOTH,TYP.

CONCRETE STAIRSEE DWG S-3

NOTES:1. FOR RISER HEIGHT & TREAD DEPTH SEE DRAWING S-3.2. THIS GUARDRAIL ELEVATION IS DIAGRAMATIC.

5S-9

3S-9

1S-9

BENT ALUM ROD HANDRAIL BRACKETWELDED TO EACH VERTICAL RAIL.

(2) #10-24 SS FLAT HEAD PHILLIPSSELF-DRILLING SELF-TAPPINGMETAL SCREW X5/8" LONG

1.5" SCHED 40 ANODIZEDALUM HANDRAIL. EXTEND12" BEYOND LASTBRACKET AND RETURNTO WALL

2 1/2"5/8"Ø x 3" SSEXPANSION ANCHORS

EXTRUDED ALUMHANDRAIL BRACKET

(2) #10-24 SS FLAT HEADPHILLIPSSELF-DRILLINGSELF-TAPPING METALSCREW X5/8" LONG

1.5" SCHED 40 ANODIZEDALUM HANDRAILEXTEND 12" BEYONDLAST BRACKET ANDRETURN TO WALL

2 1/2"

BITUMINOUSCOATING

A - WALL MOUNTED

B - POST MOUNTED NOTE: PROVIDE BITUMINOUS COATING BETWEENALUMINUM AND DISSIMILAR MATERIALS INACCORDANCE WITH SPECIFICATION SECTION 05100.

CONCRETE WALL

ALIGN POST BASEPLATE WITH EDGE OFCHANNEL

4" X 1/2" CONT. ALUM TOEBOARD, SPLICE AT POSTSONLYCONNECTION PERSPECIFICATIONS

4-1/

4"

1.5" SCHED 40 1'-8" LONGANODIZED ALUM POST,EPOXY BOND TO 2-1/2"x5"ALUM BASE & BARPROVIDE BITUMINOUSCOSTING BETWEENALUMINUM ANDDISSIMILAR MATERIALS

1/2"Ø SS MB

CHANNELPER PLAN

GRATING PER PLANL2x2x1/4

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FILE NAME

JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




S-9

1GUARDRAIL TYPES 1, 2, AND 3

1"=1'-0"

0 1 S-9

3GUARDRAIL TYPE 2 - FACE MOUNTED POST BASE

1 1/2"=1'-0"

0 1S-9

2GUARDRAIL TYPE 1 - TOP MOUNTED POST BASES-9

4HANDRAIL/GUARDRAIL AT CONCRETE STAIR

1/2"=1'-0"

0 31 2

S-9

5HANDRAIL DETAIL

1 1/2"=1'-0"

0 1

GUARDRAIL AND HANDRAIL DETAILS

S-9

PDS

PDS

DLB

PETE

R DANIEL SYMONDS

GUARDRAIL TYPE 3 IS A BEAMMOUNTED/BOLTED GUARDRAIL

S-9

6GUARDRAIL TYPE 3 - POST BASE FOR BRIDGE

(4) 1/2"Ø S.S.ADHESIVE ANCHORS4-1/2" MIN. EMBED.

GUARDRAIL NOTES:

1. ALL STAINLESS STEEL SHALL BE 316 SS.2. PROVIDE ISOLATION COATINGS IN ACCORDANCE WITH SECTION 05500.

AA

S-10

VA

RIE

S T

O 1

5'-0

"M

AX

2S-10

5'-0"MIN

VARIES TO 12'-0"MAX

8"(TYP)

2"(TYP)

2'-0"MAX

1'-0"TYP

1'-0

"TY

P

BB

S-10

VARIES PER PLAN

3'-0

"

2'-0

"

CC

S-10

VA

RIE

S T

O 1

5'-0

"M

AX

4S-10

VARIES TO 4'-0"MAX

℄

8"(TYP)

2"(TYP)

EQ EQ

1'-0"TYP

1'-0

"TY

P

DD

S-103'-0

"

2'-0

"

6"

6S-10

1/2" EQ

EQ

OVERHEAD PIPE SUPPORTS

S-10

PDS

PDS

DLB

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12/1

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:30

PM

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1

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0

NO. REVISION DATE

25mm

BY

SCALES1"

CHECKED

DESIGNED

DRAWN

0

DATE

SHEET OF

FILE NAME

JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




PETE

R DANIEL SYMONDS

TYPE 50 SUPPORT (T50S) 1-

SECTION AS-10

1/2"=1'-0"

0 31 21"=1'-0"

0 1

DETAIL 2-

1"=1'-0"

0 1

SECTION BS-10

1"=1'-0"

0 1


1/2"=1'-0"

0 31 2

SECTION CS-10

1"=1'-0"

0 1DETAIL 4

S-101"=1'-0"

0 1 SECTION DS-10

1"=1'-0"

0 1


1"=1'-0"

0 1

DETAIL 6S-10

1"=1'-0"

0 1DETAIL 7

S-103"=1'-0"

0 1/2

PRECAST CONCRETE PILE,PER DETAIL

BOT EL -40.0'

S-11

1DETAIL

8 - #6 WITH STANDARD HOOK, SPLICEUSING MECHANICAL COUPLER TOPILE DOWELS, SPLICE SPIRAL WITHTOP OF PILE REINF, ANCHORTENDONS TO FNDN REINF

2S-11

2'-6

"

4"

#7 @ 12" EW

NOMINAL TOP OF PILE, REMOVE PER NOTES,THIS SHEET, PROTECT REBAR, STRANDS,TOP OF PILE VARIES WITH SLAB SLOPE

S-11

2DETAIL

d=±9 1/2"

1" CHAMFER, TYP

(8)-1/2"Ø STRANDS SEE NOTE #2

1 1/2" CLR MIN (TYP)

(8)-#6 VERT PILE DOWELS A706 REINF EXTENDALTERNATING ENDS 2'-0" BELOW 35'-0"

TOP 35 FEET

CIRCULAR W11 WIRE SPIRALSEE NOTE #3 AND SPACINGPER DETAIL 1

R1'-9 1/4"

R2'-0"

48"Ø PL 1 1/2"

3/4"Ø ASTM F593 (316 SS)CW2 ADHESIVE ANCHORSW/ 15" EMBEDMENT (TYPOF 14 @ EQ SPACINGS)

PL 3/8" STIFFENER(TYP OF 7)

NOTES:1. ALL PLATES AND FASTENERS SHALL BE 316 SS

S-11

3DETAIL

1/2"=1'-0"

0 31 2

1'-6

"(M

IN)

1 1/2" MAX NSG (MIN 4500 PSI)

8"

3"

1'-3

"

PL 3/8" STIFFENER (TYP OF 7)

1/4

24" PIPE

3/8

2"

1'-3"

20°

9"

4'-0

"

PL 1/4

1/43 SIDES

4'-0

"

12" WIDE x 48" TALL OPENING,GRIND EDGES SMOOTH (TYPOF 2, 180° APART)

~

1'-0"(TYP)

1/4TYP

24" CENTER WELL

VANE PL 1/4"

~

DETAIL

SEE DETAIL3

S-11

1/4"=1'-0"

0 21 3

NOTES:1. ALL PLATES AND FASTENERS

SHALL BE 316 SS

1/4 TYP

S-7

JSECTION

1/2"=1'-0"

0 31 2

9"

4S-11

4S-11

CUTOFFFLANGE PER

4M-2

HOOK BARS AT DEPRESSIONREPLACE INTERRUPTEDBARS AT OPENINGS SIMILARTO DETAIL ON S-2

#6 @ 12 EW TO 3'-0"BEYOND SUMP

1'-0

"S-4

4DETAIL

1/2"=1'-0"

0 31 2

PILE AND CENTER COLUMNSECTIONS AND DETAILS

S-11

PDS

PDS

DLB

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1

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0

NO. REVISION DATE

25mm

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SCALES1"

CHECKED

DESIGNED

DRAWN

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DATE

SHEET OF

FILE NAME

JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




1. THE PILES ARE TO BE PRECAST, PRESTRESSED CONCRETE PILES WITH A MINIMUM CONCRETE STRENGTH OF f'c = 7,500PSI. PILE CONSTRUCTION SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 02460. SEE SECTION 02460 FORREQUIREMENTS REGARDING CONTRACTOR CALCULATIONS AND SUBMITTALS.

2. STRANDS ARE TO BE 1/2"Ø ASTM A416 GRADE 270, LOW RELAXATION & A MINIMUM BREAKING STRENGTH OF 31 KIPS.

3. WIRE SPIRAL REINFORCING TO BE ASTM A82 OR ASTM A706 AND REINFORCING BARS TO BE ASTM A615 GRADE 60 OR ASTMA706. CIRCULAR SPIRAL REINFORCING SHALL BE SPLICED BY LAPPING ONE FULL TURN AND BENDING THE END OF THESPIRAL TO A 90-DEGREE HOOK.

4. SEE SPECIFICATION SECTION 02460 FOR PILE DRIVING LIMITATIONS INCLUDING HOURS OF OPERATION, ENERGYDELIVERED, PREDRILLING, FOLLOWERS.

5. PILE SPLICE LOCATIONS IF REQUIRED SHALL BE A MINIMUM OF 40'-0" BELOW THE BOTTOM OF FOUNDATIONS.

6. PILE LENGTH IN SCHEDULE IS PAY LENGTH AND DOES NOT INCLUDE PILE FABRICATION LENGTH BEFORE CUT-OFF. SEEDETAIL 1 THIS DRAWING.

7. PRE-DRILLING MAY BE USED PROVIDED THE HOLE IS NOT LARGER THAN 75% OF DIAGONAL WIDTH OF PILE. PREDRILL HOLEIMMEDIATELY BEFORE PILE IS DRIVEN. NOTE THAT PROJECT SITE HAS HIGH GROUND WATER.

8. ( - ) INDICATES TENSION.

9. SEE PILE MOMENT DIAGRAM BELOW FOR LOCATION OF PILE MOMENTS Mu1, Mu2, AND Mu3.

10. THE ULTIMATE SHEAR VALUE FOR 14"x14" PILES SHALL NOT BE LESS THAN 20 KIPS FOR THE FIRST 15 FEET MEASUREDFROM BOTTOM FACE OF PILE CAP OR MAT FOUNDATION, 15 KIPS FOR THE REMAINING LENGTH, TYPICAL UNLESSOTHERWISE NOTED.

11. TOP OF DRIVEN PILES ARE NOMINALLY 1'-7" ABOVE BOTTOM OF FOUNDATION. CONTRACTOR TO FIELD VERIFY DIMENSIONSAND LOCATIONS. REMOVE CONCRETE (NOMINALLY 1'-0") AND EXPOSE (WITHOUT DAMAGING) PILE REINFORCING ANDPRESTRESSING STRAND TO INSTALL NEW HOOKED BARS WITH MECHANICAL COUPLERS. EMBED STRANDS MIN 15".

12. SEE DETAIL 2 THIS DRAWING FOR SIZE AND QUANTITY OF VERTICAL PILE DOWELS. CONTRACTOR SHALL TEST ONEPERCENT (1%) OF COUPLERS TO FULL TENSION CAPACITY OF THE BARS IN PRESENCE OF OWNER'S TESTING LAB. IFFAILED, REMOVE AND REINSTALL AT NO ADDITIONAL COST. EXPOSED PRESTRESSING STRANDS SHALL BE TIED TOFOUNDATION REINFORCEMENT.

13. AT FOUNDATION PERIMETER ROTATE VERTICAL PILE DOWELS WITHSTANDARD 90° HOOK TO PROVIDE 3" MINIMUM CONCRETE COVER.

SPIRAL REINFORCINGIN PILE CAP W11 MIN, 1" PITCH

0 FT TO BOTTOM 3 FEET W11 MIN, 2" PITCH

BOTTOM 3 FEET W11 MIN, 1"PITCH

PETE

R DANIEL SYMONDS

S-5

KSECTION

1/2"=1'-0"

0 31 2

#6 @ 12" EW ATTHICKER AREAS

#5 @ 12" EW, TYP IN12" SLAB

1'-0

"

STE

P P

ER

PLA

N

STE

P P

ER

PLA

N

SLOPE PER PLAN

12" FOUNDATIONMATERIAL OVERFILTER FABRIC, TYP

1'-6

"

1'-6

"

3" C

LR, 4

" MA

X S

LOP

E W

ITH

BO

TTO

M

VA

RIE

S6"

TO

3'-0

"6" MIN

2'-0"

EL PER PLAN

S-5

LSECTION

1/2"=1'-0"

0 31 2

EXISTING PIPETRENCH

1" EXPANSIONJOINT MATERIAL

MATCH SLABREINFORCING

4" 4WSEE SHEETM-1.6

CONCRETECURB

(E) 6" DS

(E) 8" DG

(E) 8" #4 W

(E) 6" SLUDGE

(E) 8" FILTRATIONWASHWATER

(E)ELECTRICALCONDUITS

TYPE1GUARDRAILPER S-9

2S-12

CONCRETECURB

1S-12

EXP JT EXPJT

GUARDRAIL BEHIND (NOT SHOWN FOR CLARITY)TYPE 1GUARDRAILPER S-9

EQUIPAREACONCSLAB

CONCRETECURB ON (E)CONCRETE PIPETRENCH COVER

(E) ELECCONDUITS

1S-12

CONCRETE CURB ON(E) CONCRETE WALL

2S-12

SAW CUT ANDREMOVE (E)CONCRETEPIPE TRENCHCOVER

SAW CUT ANDREMOVE (E)CONCRETEPIPE TRENCHCOVER

5'-8"

(E) CONCRETE PIPETRENCH WALL

EXP JT

EXP JT EXP JT

9'-11"

TYPE1REMOVABLEGUARDRAILPER S-9


5'-8"

CONCRETECURB ON (E)CONCRETE PIPETRENCH COVER

1S-12

CONCRETE CURB ON(E) CONCRETE WALL

2S-12

(E) INTERNALTRENCH WALL

12"

1/2" RADIUS ATEXPOSEDCORNERS

#4 CONT.(TYP 2)

#4 @ 18"C/C

TOP OFCURB

(E) CONCRETE PIPETRENCH COVER

6"

SAWCUT (E)CONCRETE COVERDOWEL REBAR TO

4" EMBEDMENTDEPTH

12"

AC PAVINGWHERE CALLEDFOR ON C-2(SLOPE TO DRAIN)

12"

1/2" RADIUS ATEXPOSEDCORNERS

#4 CONT.(TYP 4)

#4 @ 18"C/C

TOP OFCURB


6"AC PAVINGWHERE CALLEDFOR ON C-2(SLOPE TO DRAIN)

6" 12"

DOWEL REBAR TO 4"EMBEDMENT DEPTH (TYP 2)

6'-0

" VE

RTI

CA

L4'

-0" H

OR

IZO

NTA

L

7'-6

"

48 1"Ø FLANGEBOLTS EVENLYSPACED

11/2" THICK PLATE

1" THICK PLATE

3"X1" WEEP FLANGE

NOTES:

1. ALL PLATES AND BOLTS IN HATCH SHALL BE 316 SS.2. PROVIDE EPDM GASKET AROUND EDGE.3. ALL CONNECTIONS SHALL BE CJP GROOVE WELDS.

S-5

3DETAIL

1/2"=1'-0"

0 31 2

9 1/2"

LIFTING EYE, TYPOF 2, 36" APART

REPLACE INTERRUPTED BARSWITH BARS EQUAL IN AREA PERTYPICAL DETAIL ON S-2.CONTINUE REPLACEMENT BARSAROUND ENTIRE TANK

#6 @ 12" EF EW

REINF PER TYPICALEQUIPMENT PAD

REINF PER PAD

MA

TCH

HE

IGH

T R

EQ

UIR

ED

FO

RP

UM

P S

HO

P D

RA

WIN

GS

EQUIPMENT PAD SLAB SECTIONSAND MISCELLANEOUS DETAILS

S-12

PDS

PDS

DLB

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and

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wg

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N L

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12/1

0/20

12 3

:30

PM

4

3

2

1

0

0

NO. REVISION DATE

25mm

BY

SCALES1"

CHECKED

DESIGNED

DRAWN

0

DATE

SHEET OF

FILE NAME

JOB NO.

D E F G HA B C



1288011.00

DECEMBER 2012




PETE

R DANIEL SYMONDS

4W CONNECTION IN EXISTING PIPE TRENCH

MS-12

M

S-12

MSECTION

N.T.S

N.T.S

S-12

1DETAILN.T.S

S-12

2DETAILN.T.S

S-5

4DETAILSCALE: 1/2" = 1'-0"

1/2"=1'-0"

0 31 2

Documents

GENERAL STRUCTURAL NOTES SPECIAL …files.radoscompanies.com/wp-content/files/digester/plans/4...general structural notes special inspection and testing schedule soil and foundations