tng structural notes ck cast-in-place concrete …
TRANSCRIPT
D7065
PROJECT NO.
DATE:
DESIGNED:
APPROVED:
CHECKED:
DETAILED:
SHEETOF
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
POLYESTER FILM ISOLATOR BETWEENALUMINUM BRACKETS AND DISSIMILARMETAL STRINGERS
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
TOP OF FLOOROR PLATFORM
GUARDRAIL
RETURNHANDRAILTO WALL
TOP OF FLOOROR PLATFORM
LANDING
1 1/2" DIAHANDRAILING
CONC OR METAL STAIRS
TOP OF FLOOROR PLATFORM
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
TOP OF FLOOROR PLATFORM
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" HIGH MIN CONCCURB WHERE INDICATED;OTHERWISE PROVIDE 4"KICKPLATE
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 FLOOROR PLATFORM
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.
POLYESTER FILM ISOLATOR BETWEENALUMINUM BRACKETS AND DISSIMILARMETAL STRINGERS
9-9-2013
D7065
PROJECT NO.
DATE:
DESIGNED:
APPROVED:
CHECKED:
DETAILED:
SHEETOF
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
7" MIN CLEAR TOTHE NEARESTPERMANENT OBJECT
7" MIN CLEAR TOTHE NEARESTPERMANENT OBJECT
7" MIN CLEAR TOTHE NEARESTPERMANENT OBJECT
7" MIN CLEAR TOTHE NEARESTPERMANENT OBJECT
9-9-2013
D7065
PROJECT NO.
DATE:
DESIGNED:
APPROVED:
CHECKED:
DETAILED:
SHEETOF
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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)
FOR CONC PEDESTALSEE DETAIL F
1/2" DIA EXP ANCHORSW/ 5" EMBED (TYP)
FOR CONC PEDESTALSEE DETAIL F
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
O'NEILL RANCH WTP
STRUCTURAL
CHEMICAL AND ELECTRICAL BUILDING
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)
4" GRANULAR FILLSEE SECTION 02200
5'-0"(TYP)
OVER EXCAVATION AND REFILINGSHALL BE PER SECTION 02200.
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)
OVER EXCAVATION AND REFILINGSHALL BE PER SECTION 02200.
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
O'NEILL RANCH WTP
STRUCTURAL
CHEMICAL AND ELECTRICAL BUILDING
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
BOND BEAM W/2-#5 CONTTOP TWO COURSES
12" CMU WALL
SEE DWG S-4 FORMASONRY REINF
MTL DECK
18 GA BENT PLCLOSURE PLATE(CONT)
BOND BEAM W/2-#5 CONTTOP TWO COURSES
SAFINGMATERIAL
#10 TEK SCREWS@ 2'-0" OC
1-1/2"
(TYP)
D7065
PROJECT NO.
DATE:
DESIGNED:
APPROVED:
CHECKED:
DETAILED:
SHEETOF
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
4" GRANULAR FILLSEE SECTION 02200
1% SLOPE
5'-0"(TYP)
11
12"
(MIN)
3'-1"
OVER EXCAVATION AND REFILLINGSHALL BE PER SECTION 02200
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)
4" GRANULAR FILLSEE SECTION 02200
#6 TYP
OVER EXCAVATION AND REFILLINGSHALL BE PER SECTION 02200
2'-6"(TYP) #6x5'-0"@12"
D7065
PROJECT NO.
DATE:
DESIGNED:
APPROVED:
CHECKED:
DETAILED:
SHEETOF
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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
PRECAST SUMPSEE MECH
1-
REINF
2"
EL 118.50
EL 114.83
PRECAST SUMPSEE MECH
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
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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)
OVER EXCAVATION AND REFILINGSHALL BE PER SECTION 02200.
4" GRANULAR FILLSEE SECTION 02200
5'-0"(TYP)
D7065
PROJECT NO.
DATE:
DESIGNED:
APPROVED:
CHECKED:
DETAILED:
SHEETOF
IF THIS BAR DOES NOTMEASURE 1" THEN DRAWING IS
NOT TO FULL SCALE
0 11/2
APP
NO.
CK
BY
XREF3:
XREF2:
XREF1:
XREF4:
REVISIONS AND RECORD OF ISSUE
DWG VER:
DATE
SAVED:
PLOTTED:
USER:
FD7000_PW
PW FLDR: 178110....\50.3100 - Structural Drawings
ISSUED FOR BID
SOQUEL CREEK WATER DISTRICT
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.