TNG STRUCTURAL NOTES CK CAST-IN-PLACE CONCRETE …

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

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IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS

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PW FLDR: 178110....\50.3100 - Structural Drawings

ISSUED FOR BID

SOQUEL CREEK WATER DISTRICT

O'NEILL RANCH WTP

STRUCTURAL

STRUCTURAL NOTES

S-123 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-1.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 10:29:25 AM

PW-BP, 9/3/2013 1:58:58 PM

STAINLESS STEEL

ALUMINUM

REINFORCING STEEL

1

XXX

MASONRY

CAST-IN-PLACE CONCRETE

GENERAL STRUCTURAL STEEL

STRUCTURAL NOTES

SPECIAL INSPECTIONS

LOADING CRITERIA

SOIL AND FOUNDATIONS

1. A MINIMUM 28 DAY COMPRESSIVE STRENGTH (f'c) OF 4,000 PSI WAS UTILIZED IN THE DESIGN OF STRUCTURAL REINFORCED CONCRETE.

2. CEMENT SHALL BE ASTM C150, TYPE II OR TYPE I/II, LOW ALKALI.

3. THE LOCATION OF ALL CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN THOSE SPECIFIED OR SHOWN ON THE PLANS, SHALL BE ACCEPTABLE TO THE ENGINEER PRIOR TO PLACING CONCRETE.

1. ALL REINFORCING BAR SHALL BE GRADE 60, DEFORMED, ASTM A615.

2. DIMENSIONS TO REINFORCING BARS ARE TO BAR CENTERLINES, UNLESS NOTED OTHERWISE. BAR COVER IS THE CLEAR DISTANCE BETWEEN THE BAR AND THE CONCRETE SURFACE.

3. NO WELDING OF REINFORCING BARS SHALL BE PERMITTED UNLESS APPROVAL IS OBTAINED FROM THE ENGINEER PRIOR TO CONSTRUCTION.

4. WHEN BARS OF DIFFERENT SIZE LAP TO EACH OTHER, THE SPLICE LENGTH FOR THE SMALLER BAR CAN BE USED.

1. STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM F593, ALLOY GROUP 1 OR 2, UNLESS NOTED OTHERWISE. MINIMUM YIELD STRENGTH SHALL BE 45 KSI.

2. STAINLESS STEEL PLATES SHALL CONFORM TO ASTM A240, TYPE 316L.

3. STAINLESS STEEL STRUCTURAL SHAPES SHALL CONFORM TO ASTM A1069 OR ASTM A276, TYPE 316L.

1. UNLESS NOTED OTHERWISE, ALUMINUM ALLOY IN ALL ALUMINUM STRUCTURAL MATERIALS SHALL BE 6061-T6. PIPE AND TUBING FOR GUARDRAIL AND HANDRAIL SHALL BE ALLOY 6061-T6.

2. ALL ALUMINUM SURFACES IN CONTACT WITH CONCRETE OR DISSIMILAR METALS SHALL BE COATED OR COVERED WITH A HEAVY COAT OF EPOXY ENAMEL TO PREVENT ALUMINUM- CONCRETE REACTION OR ELECTROLYTIC ACTION.

1. ROLLED WIDE FLANGE SHAPES SHALL HAVE A MINIMUM YIELD STRENGTH OF 5O KSI; CHANNELS, PLATES, AND ANGLES A MINIMUM OF 36 KSI; STRUCTURAL PIPES A MINIMUM OF 35 KSI; AND STRUCTURAL TUBES A MINIMUM OF 42 KSI.

2. WELDING SHALL BE DONE WITH A FILLER MATERIAL HAVING A MINIMUM TENSILE STRENGTH OF 70 KSI.

3. BOLTED CONNECTIONS SHALL USE 3/4" DIA ASTM A325 BOLTS WITH THE THREADS EXCLUDED FROM THE SHEAR PLANE, UNLESS NOTED OTHERWISE.

4. CARBON STEEL OR GALVINIZED STEEL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36.

5. HOLES FOR ANCHOR BOLTS IN COLUMN BASE PLATES SHALL BE AS FOLLOWS:

BOLT 3/4" TO 1" - 5/16" OVERSIZE BOLT 1" TO 2" - 1/2" OVERSIZE BOLTS OVER 2" - 1" OVERSIZE

AT THE CONTRACTOR'S OPTION, OVERSIZE HOLES LARGER THAN THOSE LISTED ABOVE MAY BE USED, PROVIDED THAT 3/8" PLATE WASHERS ARE ALSO USED AND FIELD WELDED WITH A 5/16" FILLET TO THE BASE PLATE ALONG A MIN OF 3 SIDES.

6. STEEL LEGEND

VERTICAL BRACING IS SHOWN ON PLANS THUS:

EXTENDING UP FROM THE ELEVATION INDICATED.

EXTENDING DOWN FROM THE ELEVATION INDICATED.

EXTENDING UP AND DOWN FROM THE ELEVATION INDICATED.

INDICATES TWO BOLT ATTACHMENT OF HORIZONTAL BRACING TO UNDERSIDE OF BEAM. SHIM AS REQUIRED. BOLTS TO BE 3/4" DIAMETER A325.

INDICATES ANGLE OR PLATE TO BE WELDED ON THREE SIDES

INDICATES FOUR BOLT ATTACHMENT OF MONORAIL TO UNDERSIDE OF SUPPORT BEAM. SPACER OR STANDOFF DETAIL AS REQUIRED.

INDICATES NONSTANDARD FRAMING CONNECTION

INDICATES HORIZONTAL OR VERTICAL BRACING CONNECTION DETAIL

INDICATES MOMENT CONNECTION

1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90. THE TOTAL MASONRY ASSEMBLAGE SHALL HAVE A COMPRESSIVE STRENGTH EQUAL TO 1500 PSI AT 28 DAYS.

2. MASONRY MORTAR SHALL CONFORM TO ASTM C270, TYPE S.

3. ALL BOND BEAMS AND ANY BLOCK CELLS CONTAINING REINFORCING STEEL, ANCHORS OR OTHER EMBEDMENTS SHALL BE FILLED WITH GROUT FILL MEETING THE REQUIREMENTS OF ASTM C476.

4. BOND BEAM REINF SHALL BE CONTINUOUS AT CORNERS, INTERSECTIONS, AND CONTROL JOINTS.

1. FOUNDATION CONSTRUCTION SHALL NOT BEGIN UNTIL ANY REQUIRED SPECIAL INSPECTION HAS BEEN COMPLETED AND THE CONTRACTOR NOTIFIED TO PROCEED.

2. TO FACILITATE SCHEDULING, AT LEAST 48 HOURS ADVANCE NOTICE SHALL BE GIVEN TO THE ENGINEER PRIOR TO THE REQUIRED INSPECTIONS.

3. UNLESS NOTED OTHERWISE, BACKFILL SHALL NOT BE PLACED AGAINST WALLS WHICH SUPPORT A CONCRETE SLAB OR WALKWAY UNTIL THE TOP SLAB OR WALKWAY HAS BEEN PLACED IN ITS ENTIRETY AND ALL CONCRETE HAS REACHED THE SPECIFIED DESIGN STRENGTH.

4. THE FOLLOWING ALLOWABLE BEARING PRESSURES WERE UTILIZED IN THE DESIGN OF THE FOUNDATIONS.

SPREAD FOOTINGS ........................ 2800 PSF MAT FOUNDATIONS ........................ 2800 PSF

1. THE APPLICABLE BUILDING CODE IS THE 2010 CALIFORNIA BUILDING CODE (CBC).

2. THE REQUIREMENTS INDICATED ON THIS SHEET ARE INTENDED AS A BASIC SUMMARY OF THE MATERIAL AND CONSTRUCTION REQUIREMENTS FOR THE PROJECT. ADDITIONAL, MORE STRINGENT REQUIREMENTS ARE GIVEN IN THE PROJECT DETAIL DRAWINGS AND SPECIFICATIONS.

3. ALL STRUCTURAL RELATED SHOP DRAWINGS SHALL BE REVIEWED BY THE ENGINEER PRIOR TO CONSTRUCTION.

1. DEAD LOAD ........................................ CALCULATED

2. LIVE LOADS: OPERATING AND PROCESS FLOORS.................... 150 PSF STAIRS, SERVICE PLATFORMS & LANDINGS............ 100 PSF ELECTRICAL AND CONTROL ROOM FLOORS.............. 300 PSF CHEMICAL STORAGE ROOMS.......................... 300 PSF STORAGE......................................... 250 PSF ALL FLOORS NOT INDICATED........................ 100 PSF ROOF............................................ 20 PSF(UNREDUCED)

3. LATERAL EARTH PRESSURE (EQUIVALENT FLUID PRESSURE) NON-SATURATED................................... 56 PSF/FT SATURATED....................................... 93 PSF/FT

4. LATERAL SURCHARGE................................. EQUIVALENT TO 2 FEET OF SOIL WHERE ADJACENT TO A ROADWAY

5. COMPACTIVE SURCHARGE LOAD......................... 400 PSF AT FINISH GRADE ELEVATION DECREASING LINEARLY AT SAME RATE AS BACKFILL LOAD INCREASES. FOR WALLS 8 FEET OR LESS IN HEIGHT, USE CRITERIA 4 ABOVE AS COMPACTIVE SURCHARGE.

6. HYDROSTATIC FLUID PRESSURE........................ 63 PSF/FT

7. WIND LOAD: BASIC WIND SPEED................................ 90 MPH EXPOSURE........................................ C OCCUPANCY CATEGORY........................... III IMPORTANCE FACTOR............................ 1.15 INTERNAL PRESSURE COEFFICIENT................ 0.18

8. SEISMIC LOAD: MAPPED MCE SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (Ss)...................... 1.5g MAPPED MCE ONE SECOND PERIOD SPECTRAL RESPONSE ACCELERATION (S1)...................... 0.603g DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS (Sds).......................... 1.00g DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD (Sd1)...................... 0.523g SITE CLASS...................................... C CHEMICAL & ELECTRICAL BUILDING OCCUPANCY CATEGORY........................... III IMPORTANCE FACTOR............................ 1.25 SEISMIC DISIGN CATEGORY...................... D BASIC SEISMIC FORCE RESISTING SYSTEM......... ORDINARY REINFORCED MASONRY SHEARWALLS DESIGN BASE SHEAR............................ 1.97 KIPS SEISMIC RESPONSE COEFFICIENT (Cs)............ 0.25 RESPONSE MODIFICATION FACTOR (R)............. 5.0 ANALYSIS PROCEDURE........................... EQUIVALENT LATERAL FORCE PROCEDURE9. 100 YEAR FLOOD ELEVATION.................. EL 43.00 USGS

1. SPECIAL INSPECTION IS NOT THE RESPONSIBILITY OF THE CONTRACTOR.

2. SPECIAL INSPECTION WILL BE PERFORMED IN ACCORDANCE WITH CHAPTER 17 OF THE APPLICABLE BUILDING CODE.

400 PSF

EXISTING STRUCTURES

1. THE DRAWINGS DEPICT WORK AT EXISTING STRUCTURES. ALL DIMENSIONS AND ALL DEPICTIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO ORDERING MATERIALS, STARTING FABRICATION, OR STARTING CONSTRUCTION.

2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE, REPAIRS OR STRUCTURAL MODIFICATIONS THAT ARE REQUIRED DUE TO DEMOLITION BEYOND THE LIMITS IDENTIFIED ON THE DRAWINGS.

3. REINFORCEMENT FOR ANY EXISTING CONCRETE OR MASONRY ELEMENT SHALL NOT BE DAMAGED UNLESS THE ELEMENT IS TO BE DEMOLISHED. WHEN LOCATING EXISTING REINFORCEMENT IS REQUIRED, IT SHALL BE LOCATED USING NON-DESTRUCTIVE METHODS. REINFORCING STRANDS IN EXISTING PRESTRESSED CONCRETE SHALL NOT BE CUT, UNLESS INDICATED ON THE DRAWINGS OR OTHERWISE AUTHORIZED BY THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE, REPAIRS OR STRUCTURAL MODIFICATIONS THAT ARE REQUIRED DUE TO DAMAGE OF CONCRETE, MASONRY OR REINFORCEMENT THAT HAS BEEN IDENTIFIED ON THE DRAWINGS TO REQUIRE FIELD VERIFICATION.

4. EXPOSED CONCRETE SURFACES THAT REMAIN AFTER DEMOLITION SHALL BE REPAIRED TO MATCH ADJACENT CONCRETE SURFACES.

5. UNLESS OTHERWISE INDICATED ON THE DRAWINGS, EXPOSED CONCRETE SURFACES WITH REINFORCEMENT, ANCHOR BOLTS, HANGER RODS, OR OTHER EXPOSED METAL EMBEDMENTS SHALL BE REPAIRED BY CUTTING OFF THE METAL AT THE FACE OF THE CONCRETE, GRINDING SMOOTH, AND COATING WITH COAL TAR EPOXY. COATING SHALL EXTEND A MINIMUM OF 1" BEYOND THE EDGE OF ANY EXPOSED METAL.

1. POST-INSTALLED ANCHORS SHALL INCLUDE ADHESIVE ANCHORS (THREADED RODS, BOLTS OR REINFORCING BARS), EXPANSION ANCHORS, AND UNDERCUT ANCHORS INSTALLED INTO HARDENED CONCRETE OR MASONRY. SEE THE ANCHORAGE IN CONCRETE AND MASONRY SPECIFICATION SECTION FOR ADDITIONAL REQUIREMENTS.

2. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE INDICATED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS.

3. CARE SHALL BE TAKEN TO AVOID CONFLICTS WITH EXISTING REINFORCING STEEL WHEN DRILLING HOLES. HOLES SHALL BE DRILLED AND CLEANED PER THE PRODUCT MANUFACTURER'S INSTRUCTIONS. ANCHORS SHALL BE INSTALLED PER THE PRODUCT MANUFACTURER'S INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCES AND/OR SPACINGS INDICATED IN THE MANUFACTURER'S LITERATURE.

4. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED IN THE SPECIFICATION OR INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO ENGINEER FOR REVIEW AND APPROVAL. PRODUCT ICC-ESR EVALUATION REPORTS SHALL BE INCLUDED WITH THE SUBMITTAL PACKAGE. IF REQUESTED, CALCULATIONS PREPARED BY A REGISTERED PROFESSIONAL ENGINEER USING METHODS AND PROCEDURES REQUIRED BY THE BUILDING CODE MAY BE REQUIRED AS PART OF THE SUBMITTAL PACKAGE.

5. UNLESS NOTED OTHERWISE, THE MINIMUM EMBEDMENT PROVIDED FOR ADHESIVE ANCHORED REINFORCING BARS SHALL DEVELOP THE FULL TENSILE STRENGTH OF THE BAR.

6. SPECIAL INSPECTION WILL BE PROVIDED FOR ALL POST-INSTALLED ANCHORS.

POST-INSTALLED ANCHORS

9-9-2013

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

STANDARD CONCRETE JOINT DETAILS

S-224 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-2.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

MCK02672, 4/18/2013 2:25:15 PM

PW-BP, 9/3/2013 1:59:14 PM

5"

SECURELY BOLT,SCREW OR SPOT WELD

WATERSTOP

1. DETAILS ON THIS DRAWING APPLY TO ALL DRAWINGS UNLESS OTHERWISE NOTED.

2. WORK THIS DRAWING WITH THE STANDARD CONCRETE REINFORCING DETAILS.

3. AT WALL JOINTS AND AT WALL BASE JOINTS, SECURE ALL ELASTOMERIC WATERSTOPS IN THE CORRECT POSITION USING HOG RINGS OR GROMMETS SPACED AT 12 INCHES ALONG THE LENGTH OF THE WATERSTOP AND WIRE TIE TO ADJACENT REINFORCING STEEL.

4. AT SLAB JOINTS AND FOOTING JOINTS, ENSURE SPACE BENEATH AND AROUND WATERSTOP IS COMPLETELY FILLED WITH CONSOLIDATED CONCRETE. DURING OPERATION MAKE VISUAL INSPECTION OF ENTIRE WATERSTOP AREA. LIMIT CONCRETE PLACEMENT TO ELEVATION OF WATERSTOP IN FIRST LIFT. RAISE ELASTOMERIC WATERSTOPS TO CONFIRM FULL CONSOLIDATION WITHOUT VOIDS. PLACE REMAINING CONCRETE TO FULL DEPTH OF SLAB.

CAULK W/ BACKUP MATERIALON BONDBREAKER TAPE SAWED JOINT (1/8"±1/16")

(W/ CAULK IF SPECIFICALLYNOTED ON DRAWINGS)

NO WATERSTOP ORDOWELS AT JOINT

NOTE:IF SINGLE LAYER REINFORCEMENT. EVERYOTHER BAR IS DISCONTINUOUS AT JOINT.IF 2 LAYER REINFORCEMENT, TOP LAYERIS COMPLETELY DISCONTINUOUS AT JOINT.

1. TYPICAL CONTROL JOINT NOTES 1 THRU 3 NOT APPLICABLE.2. "SJ" - NO WATERSTOP3. JOINT FORMED WITH TOOL OR INSERT STRIP MAY BE SUBSTITUTED FOR SAWED TYPE ONLY WITH PRIOR ACCEPTANCE BY THE ENGINEER.

NOTE:"EJ" W/ WS" - WITH ELASTOMERIC WATERSTOP"EJ" - WITHOUT ELASTOMERIC WATERSTOP

NOTE:"CJ" W/ WS" - WITH ELASTOMERIC WATERSTOP"CJ" - WITHOUT ELASTOMERIC WATERSTOP

NOTES:1. PROVIDE 3/4" SHEAR BARS @ 1'-6" CTRS ACROSS JOINT UNLESS NOTED OTHERWISE.2. REINFORCING STEEL SHALL NOT BE EXTENDED ACROSS JOINT UNLESS NOTED OTHERWISE.3. SHEAR BARS SHALL BE SMOOTH FREE FROM RUST OR SCALE, AND GREASED TO PREVENT BOND (ONE HALF OF BAR ONLY).

CAULK W/ BACKUP MATERIALON BONDBREAKER TAPE; ALLEXPOSED FACES

MIN

3/4"11 1/2"11 1/2"

1"

3/4"CHAMFER(TYP)

SLABS

WALLS

EXPANSION JOINTS

1"

T/2

T

1/2"

11 1/2"

T

T/2

1/2"

CONTRACTION JOINTS

TYPICAL CONTROL JOINTS

1/4" R TOOLED EDGES

3/4" CHAMFER (TYP)1"3" 2" 3/4"

T

T/2

WALLS

1/2"

11 1/2"

1"3" 2"

T

T/2

12"

SLABS

12"

1/2"

NOTES:

SLAB-ON-GRADESAWED CONTRACTION JOINT

T

T/4

BASE OF WALLS

JOINTS WITHOUT WATERSTOPS

T/3

T/15,1 1/2" MIN

T/3T/3

T

WALLS

T

SLABS

12" 12"

TYPICAL CONSTRUCTION JOINTS

METAL WATERSTOP INTERSECTION AT BASE SLAB CONSTRUCTION JOINT

NOTEST/15,3/4" MIN

T/3

T/3

T/3

T/15,1 1/2" MIN

T/3 T/3 T/3

T

NOTES:1. REINFORCING STEEL IS CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS2. "CSJ W/WS" - WITH WATERSTOP3. "CSJ" - WITHOUT WATERSTOP

METAL EXP CAPGREASE THIS HALF OF BAREXPANSION JOINT MATERIAL1/4" R TOOLED EDGES (TYP)ELASTOMERIC WATERSTOPSHEAR BARS

ELASTOMERIC WATERSTOPBONDBREAKER TAPECAULKGREASE THIS HALF OF BARSHEAR BARS

METAL EXP CAPGREASE THIS HALF OF BAR

EXPANSION JOINT MATERIALELASTOMERIC WATERSTOPSHEAR BARS

BONDBREAKER TAPECAULK ALL EXPOSED FACESELASTOMERIC WATERSTOPGREASE THIS HALF OF BARSHEAR BARS

WATERSTOP FOR WALL

ADDITIONAL PIECEOF WATERSTOP

KEYWAY FOR WALL

EXTEND SUFFICIENTFOR SPLICE WATERSTOP FOR WALL

KEYWAY FOR WALL

ADDITIONAL PIECEOF WATERSTOP

WATERSTOP AT SLAB JTWATERSTOP AT SLAB JT

BASE SLAB

OR

FOOTING

KEYWAY

BASE SLAB

OR

FOOTING

WATERSTOP

WATERSTOP

WATERSTOP

WATERSTOP

LEAVE ROUGH1/4" AMPLITUDE

THIS ALTERNATIVE MAY BEUSED WHERE REQUIRED COVERIS 3" OR GREATER

WATERSTOP

WATERSTOP

LEAVE ROUGH1/4" AMPLITUDE

WATERSTOP

REINFORCINGSTEEL THIS ALTERNATIVE MAY BE

USED WHERE REQUIRED COVERIS 1 1/2" OR GREATER

METALWATERSTOP

WALLS

SLABS

ALTERNATIVET=>12"

T<12"

T=>12"

BASE OF WALLS

JOINTS WITH WATERSTOPS

SECTIONT=>12"

SECTIONT<12" T=>12"

CORNERS

ALTERNATIVET<12"

T=>12"

3"MIN

3"MIN

T

T/15, 3/4" MIN

T/3T/3T/3

T

3"3"

T/2

T/2

3"MIN

3"MIN

T/15,1 1/2" MIN

T/3

T/3

T/3

T

3"MIN

T/15,1 1/2" MIN

T/3

T/3

T/3

T

3"MIN

3"MIN

REINFORCING STEEL

T

T/3 T/3 T/3

T/15,1 1/2" MIN

3"

MIN8"

MIN

3"

MIN

3"

MIN

T/3 T/3 T/3

T

T/15,1 1/2" MIN

3"

T/2 T/2

T

MIN3"

T/2 T/2

T

REINFORCING STEEL

MIN3"

MIN3"

MIN

3"

MIN

3"

MIN

3"MIN

SLABS

9-9-2013

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

STANDARD CONCRETE REINFORCING DETAILS

S-325 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-3.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

MCK02672, 4/18/2013 2:26:16 PM

PW-BP, 9/3/2013 1:59:30 PM

(TYPICAL REQUIRED UNLESS ADDITIONAL REINFORCEMENT SPECIFICALLY INDICATED AT OPENINGS ON DRAWINGS)

TYPICAL EXTRA REINFORCING AT OPENINGS 12" TO <= 54"

21" < D <= 54"FOR RECTANGULAR OPENINGS

12" <= D <= 21"FOR OPENINGS

21" < D <= 54"FOR CIRCULAR OPENINGS

NOTE A (ALT)

B

D

3" MIN

3" MIN

1 A

3" MIN

B

NOTE C

1 A

WALL 1NOTE ANOTE D

WALL 2

3" MIN

B

B

2A

3" MINWALL 2NOTE A

3" MIN

3" MIN

TYPICAL HORIZONTAL CORNER REINFORCING DETAILS

B

D B

MAIN REINFORCEMENT FOR ALL STRUCTURES

NOTE AWALL 2

NOTE AWALL 3

2A

WALL 1NOTE A

NOTE D

3A

NOTE C3" MIN B 3" MIN

3" MIN

B1 A

NOTE A

NOTE D

WALL 1

3" MIN

3" MIN

2A

B 3" MIN

DIRECTION

NOTE A (ALT)

3" MIN

B1 A

ALTERNATE HOOK

WALL 2

MIN

NOTE A

3"

NOTE C3" MIN B

2A

3" MIN

1

NOTE A

WALL 1

E

WALL 3

NOTE D

NOTE A

B

3A

3" MIN

NOTE C

CONCRETE COVER FOR REINFORCEMENT(UNLESS NOTED OTHERWISE ON THE DRAWINGS)

BEAMS & COLUMNS

42557

12211

8910

6984103

94

536579

*TOP BARS

3 16456

19

3324

1616

2618

OTHERS

(f'c=4000 PSI)

CONDUIT PLACING DETAILNO SCALE

3748

108

607491

83

465770

1619

2924

*TOP BARS

1616

2218

OTHERS

7

11

8910

34

65

WALLS & SLABS

LOCATION

1"

1 1/2"

1 1/2"

2"

MINIMUM COVER

3"

TYPICAL EXTRA REINFORCINGAT ISOLATED RE-ENTRANT CORNERSWALL REINFORCEMENT

SPECIFICALLY NOTED ON THE DRAWINGSADDITIONAL REINFORCEMENT WHERE

NO SCALEDETAIL A

SPACERS FOR

NOTE E 1

WALL 1

E

WALL 2

2E

WALL 2

2E

NOTE EWALL 1

WALL 3

3E

NOTES

#5 BAR x 4'-0" LONG EACH CORNER

EQUIPMENT BASENO SCALE

ADHESIVE ANCHOR INTO CONCFOR EXISTING CONSTRUCTION

B TYPICAL CONCRETE CURBNO SCALE

C

ANCHOR BOLT AND SLEEVE AS REQDBY EQUIPMENT FURNISHED

1 1/2" MIN TOEDGE OF BASE PL

BASE PL AS REQDBY EQUIPMENTFURNISHED

#5@12"(MAX) EW

PL 1/4x4x4 MIN,WELD TOSLEEVE AND BOLT

LEAVE ROUGH(NEW CONSTRUCTION)

STD HOOK (TYP)

OPENING AND 3/16" PL SLEEVEW/ SEEP RING IF REQD BYEQUIPMENT FURNISHED

NOTE:WILSON ANCHOR SLEEVES MAY BESUBSTITUTED FOR STEEL PIPE SLEEVES

SLAB THICKNESSMINUS 2" (6" MAX)

TOP LAYER REINF

REPLACE OR REMOVEEXIST FLOOR COVERINGAS REQD FOR REHABCONSTRUCTION

3/4" CHAMFER

#4 DWLS @ 12" MAXW/ STD HOOKS (TYP)

1 1/2" GROUT (MIN)

IF ANCHOR BOLTS

ARE REQD

SLAB

THICKNESS

MINUS 2"

6" MIN

4"MIN

SEE PLANS

3/4" CHAMFER-DELETEIF CURB IS UNDERMASONRY WALL

#5@12" CTRIN CURB

#5@12"

CONC SLAB

NOTE:WHEN CURB WIDTH EXCEEDS 8", PROVIDEABOVE REINF IN EACH FACE OF CURB.

SEE PLANS

(2'-0" MAX)

3"

BARSIZE

BARSIZE

* TOP BARS ARE HORIZONTAL BARS SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. HORIZONTAL BARS IN WALLS ARE TO BE PROVIDED WITH LAP LENGTHS AS REQUIRED FOR TOP BARS. VERTICAL BARS MAY BE CONSIDERED AS OTHER BARS

UNFORMED SURFACES ADJACENT TO EXCAVATION

SURFACES INSIDE OF OZONE CONTACTORS EXPOSEDTO OZONE IN WATER OR AIR

FORMED OR TOP SURFACES EXPOSED TO WEATHER ORSATURATED AIR, SUBMERGED OR IN CONTACT WITHEARTH, INCLUDING STIRRUPS, TIES OR SPIRALSOTHER LOCATIONS: BARS IN BEAMS OR GIRDERS, INCLUDING STIRRUPS AND COLUMN SPIRALS OR TIES

SLABS, WALLS AND JOISTS #6 AND LARGER #5 AND SMALLER

NOTE: TOLERANCES FOR CONCRETE COVER AND THE FABRICATIONAND PLACING OF REINFORCEMENT SHALL CONFORM TO ACI 117.

3"

LENGTH OF LAPPED SPLICES FORREINFORCEMENT (INCHES)

EXTRA BARS EQUAL IN TOTAL AREA TO REGULAR REINFORCING CUT BYOPENING. PLACE ONE HALF TOTAL AREA TO EACH SIDE OF OPENINGAND IN THE SAME TRANSVERSE POSITION AS REGULAR REINFORCING

ONE EXTRA BAR EACH CORNER PER LAYER OF REGULARREINFORCING (SEE TABLE BELOW). PLACE IN SAMETRANSVERSE POSITION AS REGULAR REINFORCING

THICKNESSOF CONCRETE BAR SIZE RECT OPNG CIRC OPNG

BAR LENGTH

B = THE REQUIRED LENGTH FOR LAPPED SPLICEFOR TOP BARS AS SHOWN ON THIS SHEET

< 12"12" TO 18"

> 18"

456

3'-0"3'-0"3'-8"

D+12"D+12"D+12" NOTES:

1. PLACE CONDUIT ONLY IN SHADED AREA.

2. FOR CONDUIT REQUIREMENTS SEE THE ELECTRICAL DRAWINGS AND SPECIFICATIONS.

MIN CLR DISTANCE 2x OD OF LARGERCONDUIT(2 1/2" MIN)

CONC SLAB OR WALL

T/3

TSLAB THK

D B

B

(TYPICAL REQUIRED UNLESS ADDITIONAL REINFORCEMENTSPECIFICALLY INDICATED AT OPENINGS ON DRAWINGS)

A = VERTICAL CONSTRUCTION JOINT NEAREST TO WALL CORNER.

A (ALT) = ALTERNATE VERTICAL CONSTRUCTION JOINT NEAREST TOWALL CORNER IN T WALL JOINT WHICH DOES NOT REQUIRE WATERSTOP.

AX = DISTANCE FROM INSIDE CORNER FACE TO NEAREST VERTICALCONSTRUCTION JOINT IN SIMILARLY NUMBERED WALL. A X SHALL NOT BE LESSTHAN DIMENSIONS INDICATED BY THESE DETAILS; NOR GREATER THANINDICATED ON PLAN DRAWINGS; BUT IN ANY CASE SHALL NOT EXCEED 30 FEETIN LIQUID CONTAINMENT STRUCTURES OR 40 FEET IN OTHER STRUCTURES. INT WALL JOINTS WHICH DO NOT REQUIRE WATERSTOP, A1 MAY BE ZERO.

NOTES:1. VERTICAL REINFORCING NOT SHOWN.2. THESE DETAILS SHALL BE APPLICABLE TO ALL WALL CORNERS UNLESS NOTED OTHERWISE ON THE DRAWINGS.

B = OPTIONAL SPLICE LOCATION UNLESS SPECIFICALLY NOTED ONPLAN DRAWINGS. SPLICE LENGTH SHALL NOT BE LESS THAN THATREQUIRED FOR TOP BARS AS SHOWN IN TABLE ON THIS SHEET. USESPLICE LENGTH FOR THE SMALLER OF THE TWO BARS BEING SPLICED.

C = STANDARD HOOK

D = TYPICAL CORNER REINFORCEMENT. SIZE SHALL MATCH LARGESTADJACENT WALL HORIZONTAL REINFORCEMENT; SPACING SHALL MATCHMINIMUM ADJACENT WALL HORIZONTAL REINFORCEMENT SPACING.

E = WHERE SPECIFICALLY NOTED ON THE DRAWINGS, ADDITIONALCORNER REINFORCEMENT SHALL BE PLACED IN BOTH FACES OF THEINDICATED CORNER OVER THE FULL HEIGHT. ADDITIONAL CORNERREINFORCEMENT SHALL BE OF THE SAME SIZE AND SPACING AS THEMAIN CORNER REINFORCEMENT. PLACE ADDITIONAL REINFORCEMENTALTERNATELY WITH, AND EQUAL DISTANCE BETWEEN, MAIN CORNERREINFORCEMENT.

EX = DISTANCE FROM INSIDE CORNER FACE TO TERMINATION OFADDITIONAL CORNER REINFORCEMENT IN SIMILARLY NUMBERED WALL.EX SHALL NOT BE LESS THAN 0.20 THE CLEAR SPAN DISTANCEMEASURED HORIZONTALLY BETWEEN THIS CORNER AND THE NEXT OR0.40 THE CLEAR SPAN DISTANCE OR CANTILEVERED DISTANCEMEASURED VERTICALLY, WHICHEVER IS SMALLER, BUT NOT LESSTHAN 3'-0".

CONTRACTORS OPTION: E BAR TAILS MAY BE SPLICED USING LAPPEDSPLICE LENGTHS FOR TOP BARS. SPLICES SHALL NOT BE LOCATEDIN THE CORNER AREA COMMON TO BOTH WALLS AND SHALL CLEARHOOK ENDS BY 3" MIN.

Z-BAR SPACERS AT 8'CENTERS EACHDIRECTION. MINIMUMONE ROW. FABRICATEFROM #2 OR HEAVIERBARS. TIE TO OUTSIDELAYER OF REINFORCING

#5 BAR x 4'-0" LONGEACH CORNER IN CENTER

1. DETAILS ON THIS DRAWING APPLY TO ALL DRAWINGS UNLESS OTHERWISE NOTED.

2. WORK THIS DRAWING WITH THE STANDARD CONCRETE JOINT DETAILS.

12" MAX #5 AT MID-HEIGHT

OF BASE (4 SIDES)

IN CENTER FORCONCRETE THICKNESS12" OR LESS, EACHFACE FOR CONCRETETHICKNESS > 12"

9-9-2013

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

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DWG VER:

DATE

SAVED:

PLOTTED:

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ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

TYPICAL MASONRY REINFORCING DETAILS

S-426 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-4.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 8/30/2013 10:00:27 AM

PW-BP, 9/3/2013 1:59:48 PM

9-9-2013

DOUBLE REINF

265 41

8

7

6

(92)

64

47

(173)

(85)

(120)

LENGTH OF LAP SPLICES FOR REINFORCEMENT (INCHES)

4

BAR SIZE8" CMU

SINGLE REINF21

DOUBLE REINF26

SINGLE REINF12" CMU

3426

61

50

43

(142)

(99)

(71)

21 22

1. NON-CONTACT LAP SPLICES SHALL NOT BE USED.

2. ( ) BRACKETED SPLICE LENGTHS NOT RECOMMENDED. USE MECHANICAL CONNECTORS OR A FULL HEIGHT REINF BAR.

24 GA GALV FORMEDDIVISION STRIP

MAIN VERTICAL REINF FULLHEIGHT IN GROUT FILLED COREEACH SIDE OF CONTROL JOINT

BACKER ROD ANDCAULK BOTH SIDES

NOTES:

1. EXTEND JAMB BARS FROM FLOOR TO ROOF WHERE OPENING WIDTH EXCEEDS 1'-4", OTHERWISE, EXTEND 48 BAR DIAMETERS OR 2'-0" MIN PAST OPENINGS.

2. VERTICAL WALL AND JAMB REINF MUST BE CONTINUOUS BARS W/ NO SPLICES.

TYPICALWALL REINF

1. THE DETAILS ON THIS SHEET ARE APPLICABLE TO ALL CONCRETE MASONRY CONSTRUCTION. SPECIAL NOTES, SECTIONS AND DETAILS SPECIFICALLY NOTED ON THE DESIGN DRAWINGS SHALL GOVERN IN LIEU OF THESE TYPICAL DETAILS, EXCEPT THAT REINFORCEMENT SHALL NOT BE LESS THAN THE MINIMUM REINFORCEMENT SHOWN ON THIS SHEET.

2. FOR MISCELLANEOUS APPURTENANCES INCLUDING EMBEDMENTS, BRACING, STEEL OR PRECAST LINTELS, VENEER, FLASHING, WEEPS, INSULATION, SEALING, CAULKING AND EMBEDDED PIPE AND ELECTRICAL CONDUIT, SEE THE DESIGN DRAWINGS.

3. MASONRY SHALL BE CONSTRUCTED WITH SLEEVES AS REQUIRED TO ACCOMMODATE PASSAGE OF PENETRATING PIPING, CONDUIT AND DUCT BANKS INDICATED ON THE CIVIL, ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

4. db DENOTES REINFORCING BAR DIAMETER.

5. SPECIAL INSPECTION IS REQUIRED FOR ALL MASONRY WALL CONSTRUCTION.

TYPICAL WALL REINF ATEACH CORNER & AT ENDOF WALL

WHERE EXTENSION ISNOT POSSIBLE, EXTENDBARS AS FAR AS POSSIBLEAND PROVIDE STANDARD HOOK (TYP)

DOWEL @ CENTER OF WALL(SIZE AND SPACING TO MATCHVERTICAL WALL REINF)

NOTES:

1. WALL HEIGHT IS DISTANCE FROM BOTTOM OF MASONRY WALL TO THE LOCATION OF TOP LATERAL SUPPORT.

2. AT LOCATIONS WHERE WALLS CANTILEVER ABOVE THE TOP LATERAL SUPPORT, THE WALL HEIGHT FOR THE ABOVE SCHEDULE SHALL BE THE GREATER OF THE HEIGHT IN NOTE 1 OR TWICE OF THE DISTANCE FROM LATERAL SUPPORT TO THE TOP OF THE WALL.

3. IN ADDITION TO THE SCHEDULED REINFORCEMENT, WALLS SHALL HAVE A CONTINUOUS BOND BEAM WITH AT LEAST 2-#5 BARS AT OR NEAR THE TOP COURSE, SCHEDULED REINFORCEMENT AT OPENINGS, AND ALL OTHER HORIZONTAL AND VERTICAL REINFORCEMENT AS INDICATED ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS.

4. ALL WALLS SHALL BE REINFORCED WITH THE MINIMUMS REINFORCING STEEL SPECIFIED ABOVE, UNLESS OTHERWISE NOTED ON THE DRAWINGS.

NOTES:

1. BEAR ALL LINTELS A MINIMUM 2'-0" AT EACH END.2. REINFORCE LINTELS AS INDICATED ABOVE UNLESS OTHERWISE NOTED ON THE DRAWINGS.3. LINTEL LONGITUDINAL REINFORCING SHOWN IS IN ADDITION TO HORIZONTAL REINFORCING SHOWN ON CMU SCHEDULE.

REBARS WITH SIZE& SPACING NOTLESS THAN TYPWALL REINF & SPACEDNOT MORE THAN d/2

#4 U BARS TO MATCHVERT REINFORCING SPACING

LINTEL REINF SEESCHED, TOP & BOTTOM

NOTES:

1. WALL HEIGHT IS DISTANCE FROM BOTTOM OF MASONRY WALL TO THE LOCATION OF TOP LATERAL SUPPORT.

2. THE SCHEDULED REINFORCING SHALL BE PLACED WITH ONE PAIR OF BARS IN EACH CELL.

3. AT LOCATIONS WHERE WALLS CANTILEVER ABOVE THE TOP LATERAL SUPPORT, THE WALL HEIGHT FOR ABOVE SCHEDULE SHALL BE THE GREATER OF THE HEIGHT IN NOTE 1 OR DOUBLE THE DISTANCE FROM LATERAL SUPPORT TO THE TOP OF THE WALL.

4. REINFORCE JAMBS AS INDICATED UNLESS NOTED OTHERWISE ON THE DRAWINGS.

#3 U BARS,SPACING TOMATCH HORIZREINFORCING

ADDL 2-#5 (TYPAT INTERSECTIONS& CORNERS, UON)

12"MIN

1/2" CLRMIN

BARS TO MATCH TYPICALWALL HORIZ REINF

VERTICALREINFORCEMENT

HORIZONTALREINFORCEMENT

W

H

#5@24" OC EF

#5@24" OC EF

DESIGNATED AS EACH FACE (EF)

ALL CELLS GROUTED(TYP)

ALL CELLSGROUTED (TYP)

NO SCALEBOND BEAM STEP DETAIL

TYP BOND BEAMREINF CONT

END OF LOWERBOND BEAM

CONCRETE OR BOND BEAMCUT TO SLOPE OF ROOF

LOWER BOND BEAM

UPPER BOND BEAM

2'-0"

2-#4

8"

2'-0"

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

STANDARD 2-RAIL GUARDRAIL DETAILS

S-527 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-5.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

MCK02672, 4/18/2013 2:27:48 PM

PW-BP, 9/3/2013 2:00:13 PM

TWO RAIL GUARDRAIL

END TERMINATION AND CORNER ELEVATION

3/8" = 1'-0"

CORNER PLAN

3" CLR

1'-5"

STAIR RAILING ELEVATION

A

SEE NOTE 4 AND 5

PLATFORM EDGE

5'-0" MAX POST SPACING ON STAIRS6" 6"

FOR POST MOUNTINGSEE DETAILS BELOW

CONC STAIR ORMETAL STRINGER

FLANGE (TYP)

STEEL RAILING

BASE FLANGE MOUNT

STEEL RAILING

CHANNEL ACTS AS KICKPLATE

OFFSET SIDE MOUNT TO METAL

SIDE MOUNT TO METAL (FLANGE MOUNT TO STAIR)

FLANGE MOUNT TO METAL

CHANNEL FLANGE INWARDW/ FLOOR ON TOP

CHANNEL ACTS AS KICKPLATE

1/4"

GRATING ORCHECKEREDPLATE

4" KICKPLATE

JFACEOUTSIDE

1 1/2" = 1'-0"

ALUMINUM RAILING

G

POLYESTER FILM ISOLATOR BETWEENALUMINUM BRACKETS AND DISSIMILARMETAL STRINGERS

SLEEVE MOUNT TO CONCRETE

SIDE MOUNT TO CONCRETE

1/4"

ALUMINUM RAILING

BASE FLANGE MOUNT1 1/2" = 1'-0"

FLANGE MOUNT TO CONCRETE

1/4"

1/4"

2 BOLT4 BOLTMIN

3"

POST MOUNTED TO METAL

TOP OF STRINGER

ALUMINUM RAILING

G1 1/2" = 1'-0"SIDE MOUNT H

STEEL RAILING

AS REQ'D

ALUMINUM RAILING

OFFSET SIDE MOUNT1 1/2" = 1'-0"

J

STEEL RAILING

AS REQ'D

TOP OF STRINGER


REMOVABLEFIXED

2 1/2" MIN

STEEL RAILING

POST MOUNTED TO CONCRETE

STRINGER

ALUMINUM RAILING

D SIDE MOUNT1 1/2" = 1'-0"

E

STRINGER

3" = 1'-0"SLEEVE MOUNT

NOTES:

F

2 1/2" MIN

EPOXY ENAMEL COATINGON ALUMINUM BRACKET

AS

REQ'D

5"

MIN

EPOXY ENAMEL COATINGON ALUMINUM BRACKET

5"

1/2"

1/2"

4" (MIN)

NOTES:

SELF-CLOSING SWING GATE

1 1/2" = 1'-0"

WALL MOUNTED HANDRAILAS NOTED

3/8" = 1'-0"

BNO SCALE

2'-10"

2'-10"

12"

1/2"

12"6"

2 RAIL

C

CONTINUOUSCORNER OPTIONAL

INTERMEDIATE LANDINGCONTINUOUS HANDRAIL AT

CONTINUOUSHANDRAIL

HANDRAILBRACKET

2.

1.

6.

5.

4.

3.

7.

EQ

3'-6"

EQ

1'-5"

1'-5"

1'-5"

12" (TYP UNO)15" @ OFFSET MOUNTED

FACE OF WALL ORADJACENT RAIL

1 1/2"RAILING(TYP)

3" CLR 12" (TYP)6'-0"MAX

12" IF NOINTERSECTING RAILOTHERWISE 4"SEE NOTE 5

HANDRAIL

1 1/2" DIARAILING

GUARDRAIL

TOP OF FLOOROR PLATFORM

12" IF NOINTERSECTING RAIL

OTHERWISE 4"SEE NOTE 5

PLATFORM EDGEBEYOND, IFAPPLICABLE


GUARDRAIL

RETURNHANDRAILTO WALL


LANDING

1 1/2" DIAHANDRAILING

CONC OR METAL STAIRS


RETURNHANDRAILTO WALL

1 1/2" MINIMUM CLEARANCE;OTHERWISE CENTERED OVERSTRINGER

RETURN HANDRAIL TO WALL(CLOSE END, WELD & GRINDSMOOTH), TYP

HANDRAIL

WALL BRACKET, FASTEN TOCONCRETE W/ 3/8" SS EXPOR ADHESIVE ANCHOR (3 1/2"MIN EMBED) OR TO CONCBLOCK WITH 3/8" SS TOGGLEBOLT, TYP

ALUMINUM OR STAINLESS STEELSELF-CLOSING HINGES WITHNYLON BEARINGS AND STAINLESSSTEEL SPRINGS


RAILING MATERIAL AND FABRICATION SHALL BE AS INDICATED ON THE DESIGN DRAWINGS AND IN THE PROJECTSPECIFICATIONS FOR HANDRAILING AND GUARDRAILING.

ALL RAILING AND MOUNTINGS SHALL BE DESIGNED AND FABRICATED IN COMPLIANCE WITH THE MOST STRINGENTREQUIREMENTS OF THE RAILING SPECIFICATIONS, THE APPLICABLE LOCAL BUILDING CODE AND ALL PERTINENT OSHAAND LOCAL SAFETY REGULATIONS.

GUARDRAIL AND HANDRAIL SHALL BE DESIGNED AND FABRICATED IN CONFIGURATIONS REQUIRED TO FIT THELOCATIONS INDICATED ON THE DESIGN DRAWINGS. CONTRACTOR SHALL VERIFY FINAL DIMENSIONS BEFOREFABRICATION.

GUARDRAIL MAY BE REPLACED WITH WALL MOUNTED HANDRAIL AT STAIR EDGES AND STRINGERS LOCATED ADJACENTTO WALLS. IF THE OUTSIDE EDGE OF THE STAIR STRINGER IS MORE THAN 3" FROM THE WALL FACE, GUARDRAILSHALL BE USED.

THE INBOARD HANDRAILING AT SWITCHBACK STAIR LANDINGS MUST BE CONTINUOUS FROM ONE STAIR RUN TO THENEXT. ADJUST INDICATED DIMENSION AS REQUIRED TO ALIGN AND CONNECT RAILINGS OVER THE LANDING EDGE.

THE GUARDRAIL AND HANDRAIL CONFIGURATIONS ON THIS SHEET WILL NOT SATISFY ADA REQUIREMENTS FOR HANDICAPPEDACCESSIBILITY. AT LOCATIONS ON THE DESIGN DRAWINGS WHERE CONFORMANCE WITH ADA REQUIREMENTS IS SPECIFICALLYNOTED, THE RAILING SUPPLIER SHALL MODIFY THE CONFIGURATIONS TO COMPLY WITH THE MOST STRINGENT REQUIREMENTSOF ANSI 117.1 UNIFORM FEDERAL ACCESSIBILITY STANDARDS AND THE ACCESSIBILITY STANDARDS OF THE AMERICANS WITHDISABILITIES ACT (ADA).

AT LOCATIONS SPECIFICALLY INDICATED AS REMOVABLE RAILING, GUARDRAILING AND MOUNTING DETAILSSHALL BE MODIFIED AS FOLLOWS:

RAILING SHALL BE DETAILED IN SHORT LENGTHS THAT WEIGH NO MORE THAN 50 LBS. EACH PIECE SHALL INCLUDE AT LEAST 2, BUT NOT MORE THAN 3 POSTS. RAIL ENDS SHALL BE TERMINATED SIMILAR TO THE END TERMINATION DETAILS THIS SHEET.

MOUNTING DETAILS SHALL BE MODIFIED TO PERMIT RAILING PIECES TO BE REMOVED AND REINSTALLED WITHOUT USE OF TOOLS.

4" HIGH MIN CONCCURB WHERE INDICATED;OTHERWISE PROVIDE 4"KICKPLATE



4-1/2" EXPANSIONOR ADHESIVEANCHORS

2-5/8" EXPANSIONOR ADHESIVEANCHORS

EDGE OF CONCRETE

TOP OF CONCRETE

STEEL BASE FLANGE BYRAILING SUPPLIER

THOMPSON CAST ALUMINUM BASEFLANGE (#TBF-3.4 FOR 4 BOLTS,#TBF-3.2 FOR 2 BOLTS), ORACCEPTABLE EQUAL.

THOMPSON CAST ALUMINUM BRACKET(#TSM-1.50), OR ACCEPTABLE EQUAL;W/ 4-1/2" SS EXPANSION ORADHESIVE ANCHORS.

STEEL SIDE MOUNT BYRAILING SUPPLIER


TOP OF CURBWHERE APPLICABLE

EDGE OF FLOOROR PLATFORM

IF PERMITTED BY THE ENGINEER THE STEEL BASEPLATE MAY BE OMITTED ON STEEL STRINGERS ANDTHE STEEL POST FIELD WELDED WITH A 1/4"FILLET WELD ALL AROUND THE BASE

MIN 2-1/2" SSBOLTS (TYP)

CENTER POST ONFLANGE (TYP)

THOMPSON CAST ALUMINUM BASEFLANGE (#TBF-2) AT HORIZONALSTRINGER OR (#ABF-1) ATSTAIR STRINGER OR ACCEPTABLEEQUAL

STEEL BASE FLANGEBY RAILING SUPPLIER THOMPSON CAST ALUMINUM BRACKET

(#TSM-1.50) OR ACCEPTABLE EQUAL;W/ MIN 2-1/2" SS BOLTS

STEEL BRACKET BY RAILINGSUPPLIER W/ MIN 2-1/2" SS BOLTS

THOMPSON CAST ALUMINUM(#SMB-2) OR (#SMB-3) ORACCEPTABLE EQUAL; W/ MIN2-1/2" SS BOLTS

STEEL BRACKET BY RAILINGSUPPLIER W/ MIN 2-1/2" SS BOLTS

3/16" WEEPHOLE, ALL EXTERIORPOSTS ON MECHANICALLY CONNECTEDFIXED RAILING

1 1/2" POSTLEAVE CLEAR ATREMOVABLE POSTS

SEALANT

2" ID PVC PIPESLEEVE AT REMOVABLEPOSTS

POST SETTING CEMENTBETWEEN PVC ANDSTEEL SLEEVES, ONLYAT REMOVABLE POSTS

FILL LOWER 5 3/4" W/STYROFOAM, ON ALLEXTERIOR FIXED POSTS

POST SETTING CEMENTAT FIXED POSTS

3" STEEL PIPESLEEVE W/ 1/8"WELDED BASE PLATE(ALL GALV)

CONCRETE CURBWHERE INDICATED

SEALANT

1. FIXED AND REMOVABLE DETAILS SIMILAR EXCEPT AS NOTED.

2. THE REMOVABLE SLEEVE MOUNT DETAIL SHALL NOT BE USED IN WET LOCATIONS SUBJECT TO FREEZING. SUBSTITUTE A REMOVABLE BASE FLANGE OR SIDE MOUNT DETAIL.

4-#3 BARS x 2'-0" LONG,WELD TO SLEEVE AND FIELDBEND. AT STAIRSFIELD BEND BARS TOWARDCENTER OF STAIRS

STOP PLATE SHALL BELOCATED SUCH THATCLOSED GATE IS INALIGNMENT WITHGUARDRAIL

GATE CONFIGURATION TO MATCH ADJACENTRAILING OR AS PROVIDED BY SELF-CLOSINGSAFETY GATE MANUFACTURER IN SAMEMATERIAL AS GUARDRAIL. SWING GATE INWARDWITH HINGES LOCATED TO PROVIDE LEASTOBSTRUCTION TO ACCESS.


9-9-2013

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

TYPICAL LADDER DETAILS

S-628 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-6.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 8/30/2013 10:12:18 AM

PW-BP, 9/3/2013 2:00:29 PM

2" CLEAR

UNDER HATCHNO SCALE

-C

1'-8"

4'-0" TYP

14"

2'-0"WALKTHROUGH

3'-6"

4 BARS EQ SPACED

NO SCALETYPICAL LADDER

3'-6"

MINIMUM RETURNTO ROOF

RETURN TO REAR OF PARAPETWITH CROSSOVER PLATFORM

3'-6"

14"

92" WITHOUT CAGE

SECURITY DOORNO SCALE

CLEAR

7'-0" MIN

8'-0" MAX

2'-8" MIN

CONCRETE REINFORCED CMU MASONRY STEEL SECTION THROUGH MASONRY VENEER

1

2 2

1

2

11

3

1

2

3

DEFAULT OPTION 1 OPTION 2

C-

-C

WIDTHLADDER

14"

WITH CAGE, AS REQUIRED TO CLEAR CAGE BY 2"

SEE NOTE 6

2'-4" MIN

CLIMBING HEIGHT

B-

PARAPETRETURN OPTIONS

TYPICAL LADDER BRACKET CONNECTIONS C-NO SCALE

PARAPET RETURN OPTIONS B-NO SCALE

2'-0"*

USE OPTION 1 IF NONE INDICATED.

6"±

6"± 6"±

TOP OF PARAPET,EDGE OF ROOF, ORTOP OF PLATFORM

CAGE OR FALL PREVENTIONDEVICE, IF REQUIRED

TYPICAL RUNGS,SEE NOTE 3

PROVIDE EXTENDINGLADDER SAFETY POSTIF REQUIRED

4 BARS OR TUBESEQ SPACED

7" MINIMUM 10"MAXIMUM UNLESSWARRANTED BY THE ACTUALLADDER CONFIGURATION

*MUST EXTEND 4"MIN PAST ROOF EDGE

3 BARS OR TUBESEQ SPACED

GRATINGPLATFORM W/4" TOE BOARDS

SECOND BRACKET REQ'DIF PARAPET EXCEEDS40 INCHES IN HEIGHTABOVE ROOF. MAXIMUMBRACKET SPACING IS48 INCHES

1 PERBRACKET

1 PERBRACKET 1 PER

BRACKET

1 PERBRACKET

LADDER BRACKET BY LADDER SUPPLIER; WITH HOLES FOR CONNECTION TO STRUCTUREADJUSTABLE BRACKETS SHALL BE PROVIDED WHERE REQUIRED TO COMPENSATE FORIRREGULAR OR OFFSET WALL SURFACES.

IF LADDER IS PAINTED OR GALVANIZED STEEL, USE 3/4" GALVANIZED HIGH STRENGTHSTEEL BOLTS WITH COMPATABLE NUT AND WASHERS. IF LADDER IS STAINLESS STEEL ORALUMINUM, USE 3/4" STAINLESS STEEL BOLTS WITH COMPATABLE NUTS AND WASHERS.

1/2" STAINLESS STEEL CHEMICALLY GROUTED THREADED ROD ANCHORS, 4" MIN EMBED.USE SCREEN TUBE IF SET IN UNGROUTED CMU, BRICK, OR CLAY TILE.

4 HINGESPER DOOR

LOCKINGHASP

NOTES:1. ALL LADDERS, CAGES AND REST PLATFORMS, COMPLETE WITH GUARDRAILING AND GRATING AS REQUIRED, SHALL BE DESIGNED AND FABRICATED BY THE LADDER SUPPLIER IN CONFORMANCE WITH THE LATEST ISSUE OF OSHA/ANSI A14.3, SECTION 1910.27 APPLICABLE BUILDING CODE STANDARDS FOR FIXED WALL LADDERS, AND THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. GENERAL CONFIGURATION AND DETAILS SHALL CONFORM WITH THIS DRAWING. ALL REST PLATFORMS SHALL BE GUARDED WITH STANDARD 3-RAIL RAILING WITH STANDARD TOE BOARD.

2. LADDER, BRACKETS, HARDWARE AND ALL APPURTENANCES TO BE MATERIAL AS NOTED ON DRAWINGS. COORDINATE MATERIALS AND FABRICATION WITH THE SPECIFICATIONS FOR MISCELLANEOUS METALS, GUARDRAILING, GRATING AND FIBERGLASS, IF APPLICABLE.

STEEL (PAINTED) - ASTM A36, SHOP PRIME PAINTED STEEL (GALVANIZED) - ASTM A36, ZINC COATED IN ACCORDANCE WITH ASTM A123. ALUMINUM - ALUMINUM ASTM A6061-T6 ALLOY WITH MILL FINISH UNLESS NOTED OTHERWISE. STAINLESS STEEL - ASTM TYPE 316L FIBERGLASS - FIBERGLASS REINFORCED PULTRUDED TUBE, UV PROTECTED. GRATING - 1" THICK MIN; PAINTED, GALVANIZED OR STAINLESS STEEL, ALUMINUM OR FIBERGLASS TO MATCH LADDER MATERIAL. HANDRAIL - 1 1/2" OR 1 3/4" ROUND OR SQUARE, 3 HORIZONTAL RAILS WITH MINIMUM 4" KICK PLATE.

3. LADDER RUNGS TO BE 1" DIA BARS OR PREFABRICATED FLAT TOP LADDER TREADS W/ MINIMUM 1" WIDE SLIP RESISTANT SURFACES. SPACE RUNGS AT 12". LADDER SIDE RAILS TO BE FLAT STOCK.

4. FURNISH LADDERS IN CONFIGURATIONS REQUIRED TO FIT THE LOCATIONS INDICATED ON THE DESIGN DRAWINGS. CONTRACTOR SHALL VERIFY FINAL DIMENSIONS BEFORE FABRICATION.

5. IF REQUIRED BY THE ENGINEER, CALCULATIONS OR TEST REPORTS VERIFYING THE LADDERS COMPLIANCE WITH APPLICABLE STANDARDS SHALL BE SUBMITTED. THESE SUBMITTALS SHALL BE SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

6. IF A LADDER CONFIGURATION INDICATED ON THE DRAWINGS REQUIRES THAT THE LADDER SPAN A GREATER DISTANCE BETWEEN SUPPORTS THAN INDICATED ON THE TYPICAL DETAILS, THE LADDER SUPPLIER SHALL DESIGN THE LADDER, THE LADDER BRACKET, AND THE LADDER BRACKET CONNECTIONS FOR THE INDICATED SPAN IN ACCORDANCE WITH NOTE 1 ABOVE. THE BRACKET CONNECTIONS SHALL BE AT LEAST EQUAL TO THE TYPICAL CONNECTIONS INDICATED.

7. IF INTERRUPTION OF GUARDRAIL IS REQUIRED, SEE SELF-CLOSING SWING GATE DETAIL ON STANDARD GUARDRAIL DRAWING. SELF-CLOSING GATES SHALL BE UTILIZED AT ALL LADDER ENTRANCES EXCEPT LANDING (REST) PLATFORMS FOR CONTINUOUS LADDER CLIMBS.

NOTE 7

MAX

12" CENTER TO CENTER FOR RUNG BARS

1/2"

MIN

A-

MAX

7" 3'-6"MIN MIN

TOP RUNG TO BELEVEL WITH LANDINGOR PLATFORM

NOTE:TOP RUNG TO BELEVEL WITH LANDINGOR PLATFORM

MAX

7" MIN CLEAR TOTHE NEARESTPERMANENT OBJECT





9-9-2013

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

PIPE SUPPORT DETAILS

S-729 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-7.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 2:43:28 PM

PW-BP, 9/3/2013 2:51:37 PM

FLANGED PIPE SUPPORT CNO SCALE

CONCRETE SADDLE PIPE SUPPORTNO SCALE

45°45°

1. SUPPORT WIDTH = 2'-0"

2 LAYERS 15 LB ASPHALT SATURATEDFELT BETWEEN PIPE AND CONCRETE,TRIM AT EDGE OF CONCRETE

#6@12" (4 MIN) EF

PIPE ASSPECIFIED

#3 TIES @ 8",(3 MINIMUM)

SUPPORT LENGTH

NOTE:

= PIPE OD+10"

E

2'-0" (MIN)

1'-0" (MIN)

3"X1/8" SS STRAP

NOTE: ALL PIPE SUPPORT DETAILS ARE SHOWN FOR REFERENCE. CONTRACTOR SHALL DESIGN THE PIPE SUPPORT FOR THE PIPE SIZE 12 INCHES DIA OR LESS, SEE SECTION 15140.

ELEVATION

4'-0" SQ

9-9-2013

45° (TYP)

8" SQ

FOR CONC PEDESTALSEE DETAIL F

45° (TYP)

9" SQ

7"

(MIN)


1/2" DIA EXP ANCHORSW/ 5" EMBED (TYP)


3'-0"

12" (MIN)

BELOW

GRADE

12" MIN (TYP

ALL AROUND PIPE)

1/2" PIPE COLLAR

4"

TYP1/4

PLAN

SECTION

8-#6 VERTICALEQUAL EF

DETAIL D1" = 1'-0"

3-#4 TIESABOVE PIPE

12"

4'-0" SQ

#6@12" EWT&B

8-#6

#4 TIES @ 6"BELOW PIPE

2'-0" SQ

#6@12" EWT&B

1'-6"

(MIN)

6"

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

CHEMICAL AND ELECTRICAL BUILDING

FOUNDATION & ROOF PLANS

S-830 73

178110

SSP

MAS

TNG

TNG

9/9/2013

S-CHEM-FDN-PLAN.dwg

2D-A-ChemElec-01.dwg

S-CHEM-ROOF-PLAN.dwg

BORDER.dwg

1000

PWADMIN

PW FILE: S-8.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 1:36:07 PM

PW-BP, 9/3/2013 2:01:06 PM

SIZE &TYPE

5/8" DIAPUDDLEWELD

TYPE(SEE PLAN)

D-1

DECK MINIMUM SECTION PROPERTIES

METAL DECK SCHEDULE

1 1/2"x 18 GA VULCRAFT1.5B OR EQUALGALV STEEL DECK

DECK

0.289 0.318

4(inch /ft)

I

(inch /ft)3

+S

DECK WELD

5/8" DIAMETER PUDDLEWELD (5 WELDS PER 36"WIDE SHEET)

0.327

3(inch /ft)

-S

WELD

24"O.C.1 1/2" SIDESEAM WELD

SIZE &TYPE

SPACING

12"O.C.SEE DETA, B, C,D

SPACING

REMARK

WHEN METAL DECK IS SUPPORTED BY OPEN WEB JOISTS INSTEAD OF WIDE-FLANGEBEAMS AS SHOWN, WELD DECK TO ALTERNATED TOP CHORDS AT SPACING AS SHOWNON SCHEDULE.

NOTES:

DWG

S-8 & S-9

1/4"=1'-0"

2'4' 0 8'4'

ACTUAL NORTH

PLAN NORTH

FOR CONTINUATION SEE DWG S-11

9-9-2013

2'-7"

24'-9"

25'-6"

20'-5" 5'-1"

EL 118.50EL 118.50

H.P. SLABEL 117.92

1S-9

1S-9

2S-9

2S-9

3S-9

3S-9

4S-9

CHEMICAL AND ELECTRICAL BUILDINGFOUNDATION PLAN1/4"=1'-0"

1'-1"

1'-1"

L.P. SLABEL 117.75

H.P. SLABEL 117.92

BS-3

EQUIPPAD

6'-4"

10'-0"

6'-4"

EL 118.50

1'-1"8'-4" 16'-1"

4'-0"

8'-5"

8'-4"

4'-0"

8'-0"

H.P. SLABEL 118.00

2'-0"SQ

3'-11"

1'-4"

24'-8"

1'-4"

14'-0" 14'-0"

1'-4"12'-8"

1'-4"12'-8"

CL RIDGE

LHSP

LHSP

LHSP

LHSP

LHSP

1'-10"

1'-10"

CHEMICAL AND ELECTRICAL BUILDINGROOF FRAMING PLAN1/4"=1'-0"

12" MASONRY WALL BELOW(SEE ARCH DWGS)

HSS2x4x5/16OUTRIGGER @4'-0" OC (TYP)

JOIST BRIDGINGAS REQ'D BY JOISTDESIGN (TYP)

SPAN

1 1/2" 18GAMETAL DECK

1. REFERENCE ARCHITECTURAL DRAWINGS FOR ROOF OPENINGS, FLASHING ROOFING, AND OTHER FEATURES NOT SHOWN.

1S-10

1S-10

4'-0"(TYP)

6S-10

(TYP)

7S-10 (TYP)

3S-10 (TYP)

2S-10

(TYP)

AS-10

(TYP)

2'-8"(TYP)

HSS2x2x5/16(TYP)

4S-10

(TYP)

3'-10"

4 SPA @ 4'-0" = 16'-0"

3'-10"

D-1

5S-10

JST BLOCKING

312

1000 LB (@ ANY ONE PANEL POINT)

H/4

1. JOIST PROFILE AND WEB LOCATIONS TO BE DETERMINED BY JOIST DESIGNER. MAINTAIN MINIMUM AND MAXIMUM DEPTHS AND SLOPE REQUIREMENT.

2. JOIST SUPPLIER SHALL DESIGN AND FURNISH ALL JOISTS, ACCESSORIES AND HARDWARE NECESSARY FOR A COMPLETE ROOF FRAMING ASSEMBLY AS REQUIRED IN SPECIFICATION 05210.

3. ALL JOIST BRIDGING FOR ERECTION AND WIND UPLIFT SHALL BE DESIGNED BY THE JOIST SUPPLIER. LOCATIONS AND QUANTITIES TO BE SHOWN ON JOIST SUPPLIER'S PLACEMENT DRAWINGS.

4. DESIGN SHALL INCLUDE ALL LOAD COMBINATIONS IN ACCORDANCE WITH REFERENCE CODE (CBC 2010). MINIMUM BASIC LOADS USED FOR DESIGN SHALL BE AS FOLLOWS. ALL LOADS LISTED BELOW ARE ASD AND GROSS LEVEL CASE.

SUPER-IMPOSED DEAD LOAD = 20 PSF (LIGHTING, HVAC, INSULATION, ROOFING ETC.)LIVE LOAD = 20 PSF (REDUCIBLE)WIND DOWN = 12 PSFWIND UPLIFT = 33 PSF; 48 PSF @ 3'-0" WIDTH AROUND EAVES; 67 PSF @ OVERHANG (ROOF DECK)WIND UPLIFT = 24 PSF; 38 PSF @ 3'-0" WIDTH AROUND EAVES; 47 PSF @ OVERHANG (ROOF JOIST)SEISMIC AXIAL = 6000 LBS

5. DESIGN SHALL INCLUDE EFFECTS FROM UNBALANCED LOADING CONDITIONS.

6. SEE DETAIL A ON SHEET S-10

NOTE 6

H

SEISMICAXIAL

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL


SECTIONS

S-931 73

178110

SSP

MAS

TNG

TNG

9/9/2013

S-CHEM-SCTN.dwg

BORDER.dwg

1000

PWADMIN

PW FILE: S-9.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 12:39:46 PM

PW-BP, 9/3/2013 2:01:23 PM

SECTION 1S-83/8" = 1'-0"

SECTION 2S-83/8" = 1'-0"

SECTION 3S-83/8" = 1'-0"

SECTION 4S-83/8" = 1'-0"

FOR CONTINUATION,SEE DWG S-12

FOR CONTINUATION,SEE DWG S-12

SEE ARCH, PROCESS, MECH, ELECT DWGS FOR LOCATION OF OPENINGS.

SEE ARCH DWGS FOR FLASHING DETAILS.

* DENOTES OR CONNECT TO BEAM

FRAMING FOR ROOF OPENING 12"x12" WITHOUT EQUIPMENT WEIGHT

L3x3x1/4 BELOW@ ROOF OR FLOOR

2.

3.

NOTES:

1.

OPENING12"MAX

3 FULLBOTTOMFLUTES *

3 FULLBOTTOMFLUTES *

NOTES:

1. SEE ARCH, PROCESS, MECH, ELECT DWGS FOR LOCATION OF OPENINGS.

2. SEE ARCH DWGS FOR FLASHING DETAILS.

MINIMUM SPACING OF 6 DIA OF LARGEROPENING BUT NOT LESS THAN 12" EACH WAY

STEEL DECK TO BEAM WELD DETAIL

OPENING

12"

MAX

PUDDLE WELD AT EACH FLUTE(TYP)

OPENING

3" DIA MAXTHRU TOPFLUTE

DO NOT CUTWEB (TYP)

1 1/2" DIA MAXTHRU BOT FLUTE

STEEL ROOF DECKPER SPEC 05312

C/L BAR JOIST OR BEAM

L4x3x1/4 ORL5x3 1/2x1/4

1/2"

L4x4x1/4-EXTEND 6" PASTBAR JOIST PANEL POINTSPROVIDE WHERE ROOF OPNGFRAMING SUPPORTS MECHANICALEQUIPMENT WEIGHING 301 LBSAND GREATER (REQUIRED @BAR JOISTS ONLY)

L4x3x1/4 LLV FOR SPANSUP TO 7'-0", L5x3 1/2x1/4LLV FOR SPANS 7'-0" ANDGREATER (MAXIMUM SPAN=10'-0")

NOTE:1. * = DIMENSION TO BE COORDINATED W/ MECHANICAL EQUIPMENT OR ROOF HATCH SUPPLIER.2. ROOF DECK NOT SHOWN FOR CLARITY.

VARIES, SEEARCHITECTURAL PLANBAR JOIST OR W-BEAM

2"

VARIES

SEE ARCH

PLAN

TYP1/4

3/16 2-63/163/16* *

**

T

NOTES:

1. WALL SUPPORT MAY BE CONNECTED W/ 5/8" SS ANCHOR BOLTS EMBEDDED 6" INTO CONCRETE IN LIEU OF EXPANSION ANCHORS.

2. ANCHORAGE OF CURB ANGLES SHALL CONSIST OF INTERMITTENT EMBEDDED SHAPES OR INTERLOCKING DEFORMATIONS ON THE BACK SIDE OF THE ANGLE. EMBEDMENT UTILIZING A CONTINUOUS SHAPE WHICH WOULD INTERFERE WITH CONCRETE PLACEMENT SHALL NOT BE PERMITTED.

FIBERGLASS SUPPORTANGLE W/ EMBEDMENTANCHORS (NOTE 2)

FIBERGLASS SUPPORTANGLE SIZE DETERMINEDBY SUPPLIER

1/2" SS EXP ANCHORS@ 2'-0" CTRS (MIN 2PER SIDE)

T

1/4"

T

FIBERGLASS GRATINGTHICKNESS INDICATEDON DWGS

1/4" CLEARANCE

ASDASSD

9-9-2013

1" CHAMFER(TYP)

2'-0"

2'-0"

EL 118.50(TYP)

EL 118.50

2'-6"(TYP)

#6@12" EWT&B (TYP)

BS-3

EQUIPPAD

2'-0"

HP SLABEL 117.92

12"(TYP)

4" GRANULAR FILLSEE SECTION 02200

#6 TYP

5'-0"(TYP)

OVER EXCAVATION AND REFILINGSHALL BE PER SECTION 02200.

5'-0"(TYP)OVER EXCAVATION AND REFILING

SHALL BE PER SECTION 02200.

6"

#6@12" EW

2'-0"

(TYP)

EL 118.50

2'-0"

11 (TYP)

#6@12" EWT&B (TYP)

#6 TYP

2'-6"(TYP)


5'-0"(TYP)


2'-0"

(TYP)

EL 118.50

1" CHAMFER(TYP)

2'-0"

11 (TYP)

#6@12" EWT&B (TYP)

1'-5"

7"

BS-3

EQUIPPAD

HP SLABEL 117.92

HP SLABEL 117.92

SLOPE

4" GRANULAR FILLSEE SECTION 022005'-0"

(TYP)


1'2" 2'-0" 1'2"

12"

EL 118.50

EQUIPPAD LP SLAB @ SUMP

EL 117.75

BS-3

EL 115.92

1 1/2" FRP GRATING G-

NOTE: 1. OVER EXCAVATION AND REFILING SHALL BE PER SECTION 02200.

1-

FORREIN

#6@12 EF

#6@12EW T&B

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL


SECTIONS & DETAILS

S-1032 73

178110

SSP

MAS

TNG

TNG

9/9/2013

S-CHEM-SCTN.dwg

BORDER.dwg

1000

PWADMIN

PW FILE: S-10.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 12:41:10 PM

PW-BP, 9/3/2013 2:01:41 PM

9-9-2013

312

6" OR GREATER

6" OR GREATERC OF PANELPOINT (TYP)L

LOAD

LOAD

C OF PANELPOINT (TYP)L

STEEL JOIST

L2"x2"x3/16"

L2"x2"x3/16"

1. SEE DRAWING S-8 FOR PLAN LAYOUT AND DESIGN LOADS.2. REFERENCE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS OF SERVICES THAT REQUIRE SUPPORT BY JOIST.3. ADD ADDITIONAL STRUT TO JOIST AS SHOWN FOR LOADS THAT EXCEED 250 LBS.

TOP OF CMU WALLEL 128.50

312

12" CMU WALL SOLIDGROUTED SEE DWG S-4FOR REINF & DETAILS

MAX DEPTH = 60"

SECTION 1S-83/8" = 1'-0"

1S-9

REINF

L3x3x1/4 CONT(TYP) TYP

3/163/16

SAFINGMATERIAL

LH JOIST

18 GAUGE BENTCLOSURE PLATECONT BENT PL 5/16"x6"x6"

20'-0" MAX LENGTHBUTT WELD & SPLICEAT JOISTS

METAL DECK

#10 TEK SCREW@ 2'-0" OC

TYP @ EAJOIST

CMU WALL

3 5/8"x20 GASTUDS @ 16" OC

CONT 3/16"BENT PLATE

ROOF DECK

CONT HSS2x2x5/16

STEPPED CONTBOND BEAM W/2-#5. TOP TWOCOURSES

PL 3/8x5x1'-0"@ 36" OCW/2-1/2"DIA x 6" LGHEADED STUD

18 GA TRACK W/#10 TEKSCREWS

TYP @ EAPLATE

SEE SCHON S-8

1'-4"

CONT PL1/4" PLATE W/1/2" CHAMFERMASONRY

WALL

L2"x2"x1/4"

CLIP ANGLE LEG

LH JOIST

BENT PL 3/8x3x3

8"

BEARING PL 3/8x5x1'-0"W/(2) 1/2"øx6" HEADED STUDLOCATE AT EACH JST(TYP)

TOP OF CMUEL 128.50

4" DEEP, 20 GA METALSTUDS @ 16" OC W/CONNECTOR

CONT 4" DEEP, 20 GA METAL STUDATTACHED TO BOND BEAM W/1/2"øx6" AB@ 16" OC

3/16" CONTBENT PL

JOIST BEARING SEAT

CONT BENT PL 3/8BTWN JOISTS

TOP CHORDEXTENSION

STEEL JOISTMETAL DECK

312

WP

PL 3/8x5x1'-0"W/(2) 1/2"øx6" LGHEADED STUD

CL WALL & PL

BOND BEAM W/2-#5 CONTTOP TWO COURSES

8"

CMU WALL

CONT 3/16"BENT PLATE

ROOF DECK

PL 3/8x5x1'-0"@ 3'-0" OC W/ 2-1/2"DIA x 6" LGHEADED STUD

TYP

HSS 2x4OUTRIGGER

ROOFJOIST

CL WALL & PL


12" CMU WALL

SEE DWG S-4 FORMASONRY REINF

MTL DECK

18 GA BENT PLCLOSURE PLATE(CONT)


SAFINGMATERIAL

#10 TEK SCREWS@ 2'-0" OC

1-1/2"

(TYP)

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

FE/MN VESSEL & PERIMETER WALL

FOUNDATION PLAN

S-1133 73

178110

SSP

MAS

TNG

TNG

9/9/2013

S-CHEM-FDN-PLAN.dwg

BORDER.dwg

1000

PWADMIN

PW FILE: S-11.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 8/30/2013 10:53:59 AM

PW-BP, 9/3/2013 2:02:03 PM

2'-7" 25'-6"

FE/MN VESSELS - FOUNDATION PLAN1/4"=1'-0"

1S-12

1S-12

1/4"=1'-0"

2'4' 0 8'4'

2S-12

2S-12

5'-8"

3'-11"

FOR CONTINUATION,

SEE DWG S-8

FOR PRECAST MANHOLESEE SHEET S-13, S-14& M-6

FOR PIPE LAYOUTPIPE SUPPORTSEE SHEET M-3 & M-4

ACTUAL NORTH

PLAN NORTH

9-9-2013

21'-6"

31'-0"

20'-6"

4'-0"

17'-0"

6"

CMU WALL

1/2" EXPJOINT

FOR CONTINUATION,

SEE DWG S-13

1% SLOPE

BS-3

EQUIPPAD

1% SLOPE

4'-2"

2'-6"

3'-9"

12"

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

FE/MN VESSELS & PERIMETER WALL

SECTIONS

S-1234 73

178110

SSP

MAS

TNG

TNG

9/9/2013

S-CHEM-SCTN.dwg

BORDER.dwg

1000

PWADMIN

PW FILE: S-12.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 1:09:55 PM

PW-BP, 9/3/2013 2:02:26 PM

CHEMICAL & ELECTRICAL BLDGSEE SHTS S-9,S-10 & S-11

9-9-2013

2'-0" 12"

(MIN)

SECTION 1S-113/8" = 1'-0"

6"

11

5'-8"

1'-2" VARIES

12"

EL 118.50 LP

VARIES

EQ

EQ

BS-3

EQUIPPAD

#6@12" EW T&B

#6@12" EW T&B

8" BOND BEAMW/ 2-#5 CONT(TYP 3 PLCS)

#5@24" EF (GROUTONLY REINF CELLS)

STUCCO FINISHWITH METALCOPING


1% SLOPE

5'-0"(TYP)

11

12"

(MIN)

3'-1"

OVER EXCAVATION AND REFILLINGSHALL BE PER SECTION 02200


SECTION 2S-113/8" = 1'-0"

11

1/2" EXP JT MAT'L

BACKWASH RESERVOIR,SEE SHT S-3 & S-14

EL 118.50 LP

11

BS-3

EQUIPPAD

#6@12" EW T&B

2'-0"

2'-6"(TYP)


#6 TYP


2'-6"(TYP) #6x5'-0"@12"

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

BACKWASH RESERVOIR

FOUNDATION PLAN

S-1335 73

178110

SSP

MAS

TNG

TNG

9/9/2013

S-BACKWASH-FDN-PLAN.dwg

S-CHEM-FDN-PLAN.dwg

BORDER.dwg

M-PIPING-PL.dwg

1000

PWADMIN

PW FILE: S-13.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 1:36:57 PM

PW-BP, 9/3/2013 2:02:50 PM

FOUNDATION PLAN @ EL 101.50

TOP PLAN @ EL 119.50 1/4"=1'-0"

1/4"=1'-0"

1/4"=1'-0"

2'4' 0 8'4'

2S-14

2S-14

ACTUAL NORTH

PLAN NORTH

FOR CONTINUATION

SEE DWG S-11

9-9-2013

20'-0"

28'-0"

12"

12"

12" 12"1'-8"

24'-8"1'-8"

1'-8"

16'-8"

1'-8"

1S-14

1S-14

2S-14

2S-14

EDGE OFFOUNDATION

ACCESS HATCHESABOVE

SS LADDER, SEEDWG S-6

12"

12" (TYP)

PUMP ENCASEMENT

7'-9"

4'-6"

7'-9"

13'-10"

4'-6" 1'-8"

28'-0"

2'-6" 4'-6"

11'-6" 4'-6"

CMU WALL

7'-0"

5'-8"

2'-6" 8" 2'-6"

12"

3S-14

6" WIDECONC CURBFOR HATCH(TYP 2 PLCS)1

S-141

S-14

4S-14

PRECAST SUMPSEE MECH

PRECAST MANHOLESEE MECH

SIDE-MOUNTED ALUMGUARDRAIL, SEE DWG S-5

1/2" EXPJOINT

4'-4"

1% SLOPE 1% SLOPE

EL 118.50

EL118.50

7'-6 1/2" 2'-0"

PUMP HOIST

EDGE OFFOUNDATION

20'-0"

4'-0"

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

BACKWASH RESERVOIR

SECTIONS

S-1436 73

178110

SSP

MAS

TNG

TNG

9/9/2013

S-BACKWASH-FDN-SECTION.dwg

M-BWRES-SCTN.dwg

BORDER.dwg

1000

PWADMIN

PW FILE: S-14.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 1:15:40 PM

PW-BP, 9/3/2013 2:03:11 PM

SECTION 1S-133/8" = 1'-0"

SECTION 2S-133/8" = 1'-0"

SECTION 3S-133/8" = 1'-0"

SECTION 4S-133/8" = 1'-0"

9-9-2013

1'-10"

21'-6"

12"

12"

HATCH COVER

#6@6" EWT&B

#6@6" EWEF

#6@6" EWEF

#6@12"EWT&B

CONC FILL

EL 118.50

EL 97.00

SS LADDER,SEE DWG S-6

SIDE MOUNTED GUARDRAIL (ALUM),SEE DWG S-5

12"12" CONC ENCASEMENT

12"

COORDINATE W/EQUIP FURNISHED

8-#6 EQUALLY SPACED

EL -COORDINATE W/EQUIP FURNISHED

6"

4-#8 T&B

#5 STIRRUPSETS @ 6"

5S-14

LAP

1/2" EXP JTMATL 3 SIDES

STRUCTURALBACKFILL

STRUCTURALBACKFILL(NOTE 1)

CONTRACTORTO DESIGNSHORINGSYSTEM

CONTRACTOR TODESIGN SHORINGSYSTEM

NOTES:1. COMPACTED BACKFILL SHALL MEET REQUIREMENTS OF SPECIFICATION 02200.2. OVER EXCAVATION BELOW STRUCTURES SHALL BE IN ACCORDANCE WITH SPECIFICATION 02200.

#5@12" (TYP)

1/2" EXP JTMAT'L

12"

#6@6" EWT&B

#6@12"EWT&B

#6@6" EWEF

#6@6" EWEF

CONC FILL

#6x5'-0" LONG @ 12"

HATCHOPENING

5'-0"TYP ALL AROUND

CONTRACTOR TO DESIGNCUT SLOPE OR SHORINGSYSTEM

1

2

CONTRACTORTO DESIGNSHORINGSYSTEM

STRUCTURALBACKFILL

STRUCTURAL BACKFILLTO 95% COMPACTIONBELOW FILTER SLAB

#5@12" (TYP) #5@12" (TYP)

FMEL 118.50 EL 118.33


1-

REINF

2"

EL 118.50

EL 114.83


2-

REINF

INV EL 111.83

SECTION 5S-141/2" = 1'-0"

#4 STIRRUPS @ 8"

8-#6

PUMP CAN

CONT WALL REINFNOT SHOWN

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

EMERGENCY GENERATOR

PLAN & SECTION

S-1537 73

178110

SSP

MAS

TNG

TNG

9/9/2013

BORDER.dwg

1000

PWADMIN

PW FILE: S-15.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

MCK02672, 6/14/2013 2:11:05 PM

PW-BP, 9/3/2013 2:03:28 PM

1/2"=1'-0"

5'4'3'2'1'06"12"

ACTUAL NORTH

PLAN NORTH

9-9-2013

19'-6"

#7@12" EWT&B

2'-6"

6"

7'-0"

SECTION 1-1/2" = 1'-0"

EMERGENCY GENERATOR - FOUNDATION PLAN1/2'=1'-0"

FIN GRADEEL 119.25

1-

12"(TYP)

2#7(TYP)



5'-0"(TYP)

D7065

PROJECT NO.

DATE:

DESIGNED:

APPROVED:

CHECKED:

DETAILED:

SHEETOF


NOT TO FULL SCALE

0 11/2

APP

NO.

CK

BY

XREF3:

XREF2:

XREF1:

XREF4:


DWG VER:

DATE

SAVED:

PLOTTED:

USER:

FD7000_PW


ISSUED FOR BID


O'NEILL RANCH WTP

STRUCTURAL

SUBMERSIBLE WELL PUMP

PLAN & SECTIONS

S-1638 73

178110

SSP

MAS

TNG

TNG

9/9/2013

M-SWP-PL.dwg

BORDER.dwg

1000

PWADMIN

PW FILE: S-16.dwg

9/9/2013

ISSUED FOR BID

1SSP

TNG

TNG

CAR24039, 9/3/2013 1:35:56 PM

PW-BP, 9/3/2013 2:03:45 PM

ACTUAL NORTH

PLAN NORTH

9-9-2013

SURFACE PLATEPER PUMP MFR

EXIST 16" IDWELL CASING

3'-8"

1'-10" 1'-10"

3'-8"

1'-10"

1'-10"

1-

60°(TYP)8-#6 DWLS

6-#5 ADHESIVE ANCHORW/ 8" EMBED, EQUALLYSPACED

#6 DWLS

#5 ADHESIVE ANCHORSW/ 8" EMBEDMENT

SUBMERSIBLE WELL PUMP - FOUNDATION1"=1'-0"

EXIST 16" WELL CASING

CL CL

3'-8"12" R

SECTION 1-1" = 1'-0"

EL 118.54±

#4@8" STIRRUP TIES

EXISTINGCEMENT GROUT

(SEE NOTE)

2'-0"(FIELD VERIFY)

NOTE:

CONTRACTOR SHALL FIELD VERIFY EXIST WELLCASING AND CEMENT GROUT THAT EXTENDSABOVE GRADE BEFORE INSTALLING SURFACEPLATE CONCRETE FOUNDATION.

TNG STRUCTURAL NOTES CK CAST-IN-PLACE CONCRETE …

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