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GENERAL NOTE SPECIAL CONDITIONS
<br />REMODEL CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE
<br />SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR
<br />THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
<br />EDITION.
<br />1. DESCRIPTION
<br />Building Name & Site Location - Costco Wholesale - Everett, WA
<br />2, DESIGN CODE AND STANDARDS
<br />Applicable Code (Edition/Name) - 2015 International Building Code (IBC)
<br />Other documents referenced by these notes shall be the specific edition referenced by the
<br />~✓ v IV- v v \/'
<br />DEFERRED SUBMITTALS
<br />THE STRUCTURAL DESIGN FOR DEFERRED SUBMITTALS (BELOW SHALL FOLLOW THE DESIGN
<br />LOADS INDICATED IN THIS GENERAL NOTE.
<br />1. METAL INSULATED PANEL COMPRESSOR HOUSE. t
<br />2. METAL GUARD RAIL AT CATWALK.
<br />building code specified above, or if not specified, shall be the latest edition.
<br />ABBREVIATIONS
<br />ARCH.
<br />ARCHITECT
<br />ESIGN LO S
<br />BAL.
<br />BALANCE
<br />a. Roof Snow Load 25 psf (snow drift is not required). 1
<br />B. OR BOT.
<br />BTWN.
<br />BOTTOM
<br />BETWEEN
<br />_
<br />BLDG.
<br />(BUILDING
<br />b. Slab Live Sac''" 250 psf
<br />ERG.
<br />BEARING
<br />c. Seismic Risk Category 11
<br />C.I.P.
<br />CAST IN PLACE
<br />& M 1 A16, S, ® 0.544, le 1.0, Site Class "D" and
<br />C.J.
<br />CONSTRUCTION JOINT
<br />S,S z 0.944, So, = 0.544.
<br />CL
<br />CENTERLINE
<br />Seismic .Design Category y "D"
<br />CLR.
<br />CLEAR
<br />d. Wind Load Risk Category 11
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />Basic wind speed (3 sec. gust) VuLT= 110 mph , VASD : 85 mph
<br />COL.
<br />COLUMN
<br />Exposure B
<br />CONC.
<br />CONCRETE.
<br />Kzt=1.0
<br />C.S.J.
<br />CLOSURE STRIP JOINT
<br />!BC Load Cases per sec. 1605.2.1 or 1605.3.1 only Kd = 0.85
<br />EA.
<br />EACH
<br />Importance factor 1.0.
<br />E.E.
<br />EACH END
<br />e. Load Combinations All Code required load combinations are to be used in the building design.
<br />E.F.
<br />EACH FACE
<br />E.J.
<br />EXPANSION JOINT
<br />OSHASTANDARDS
<br />EL. OR ELEV.
<br />ELEVATION
<br />THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT
<br />E.N.W. OR ENW ENGINEERS NORTHWEST
<br />OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL
<br />EQ.
<br />EQUAL
<br />DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE
<br />E.S.
<br />EACH SIDE
<br />GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM
<br />E.W.
<br />EACH WAY
<br />ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR.
<br />F.O.C.
<br />FACE OF CONCRETE
<br />TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND
<br />F.O.S.
<br />FACE OF STUD
<br />METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT.
<br />F.O.W.
<br />FACE OF WALL
<br />FTG.
<br />FOOTING
<br />CONCRETE
<br />GA.
<br />GAGE
<br />F'c=4000 PSI. @a 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC 'YARD FOR ALL CONCRETE
<br />GALV,
<br />HOT DIP GALVANIZED
<br />SLABS.
<br />G..B.
<br />GYPSUM WALL BOARD
<br />F'c=3000 PSI. @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL OTHER.
<br />H. OR HORIZ.
<br />HORIZONTAL
<br />USE TYPE 1/11 CEMENT. FOR SPECIAL CONDITIONS ANOTHER TYPE CEMENT MAY BE REQUIRED.
<br />I.B.C.
<br />INTERNATIONAL BUILDING CODE
<br />SUBMIT FOR APPROVAL. ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF
<br />E.C.C.
<br />INTERNATIONAL CODE COUNCIL
<br />ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE
<br />LF
<br />INSIDE FACE
<br />318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE
<br />INC.
<br />INCLUDING
<br />WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS ARE USED) WHICH CAN
<br />K
<br />KIP (1000 POUNDS)
<br />BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES,
<br />L.W.
<br />LONG WAY
<br />SEE. SPECIFICATIONS. MAXIMUM WATER/CEMENT RATIO = 0.49. 3/4" CHAMFER ALL EXPOSED
<br />M.B.S.
<br />METAL BLDG SUPPLIER
<br />EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL
<br />N.F.
<br />NEAR FACE
<br />BE USED. AIR ENTRAIN ALL HORIZONTAL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR
<br />N.T.S.
<br />NOT TO SCALE
<br />BY VOLUME. LIMIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WHERE SOILS
<br />oc
<br />ON CENTER
<br />"WATER SOLUBLE SULFATE EXCEEDS 0.20 PERCENT BY WT. ADD NO WATER TO CONCRETE AT
<br />O.F.
<br />OUTSIDE FACE
<br />SITE. IF INCREASED WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A MIX DESIGN
<br />O.S.
<br />OUTSIDE
<br />THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OFF A FIXED
<br />O.T.O.
<br />OUT TO OUT
<br />AMOUNT OF SUPER -PLASTICIZER AT THE CONCRETE PLANT. DO NOT USE FLY ASH OR OTHER,
<br />PL
<br />PLATE
<br />NON-PORTLAND CEMENT, CEMENTUOUS MATERIALS IN CONCRETE FOR THIS PROJECT. THE
<br />REINF.
<br />REINFORCING
<br />TESTING LAB MUST APPROVE THE CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY THEIR
<br />REM.
<br />REMAINDER
<br />APPROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. TESTING LAB TO NOTIFY THE
<br />R.O.
<br />ROUGH OPENING
<br />ARCHITECT IMMEDIATELY BY FAX AND PHONE OF ANY NONCOMPLIANCE.
<br />SECT.
<br />SECTIONS
<br />S(M.
<br />SIMILAR
<br />REINFORCING STEEL
<br />S.J
<br />SHRINKAGE JOINT
<br />STL.
<br />STEEL
<br />ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60 (fy=60,000
<br />SW
<br />SHEARWALL
<br />psi) LAP CONTINUOUS REINFORCING BARS 44 BAR DIAMETERS, V-10" MINIMUM UNLESS NOTED
<br />SYMMETRICAL
<br />OTHERWISE.. CORNER BARS (V-10" BEND) TO BE PROVIDED FOR ALL HORIZONTAL
<br />T.
<br />T.
<br />TOP
<br />REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE
<br />T .
<br />TOP OF BEAM
<br />OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO
<br />T _F.
<br />TOP OF FOOTING
<br />CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS.
<br />_
<br />TS•
<br />TOP OF STEEL
<br />COVER TO MAIN REINFORCEMENT TO BE:
<br />TOP OF AB
<br />BOTTOM OF FOOTINGS 3 INCHES
<br />T
<br />TOP OF WALL
<br />AL
<br />FORMED SURFACES WEATHER & EARTH FACE 1-1/2 INCHES
<br />TYP.
<br />.
<br />TYPICAL AT ALL SIMILAR PLACES
<br />FORMED SURFACES INTERIOR FACE 3/4 INCHES
<br />U.N.O.
<br />UNLESS NOTED OTHERWISE
<br />V.E.F.
<br />VERTICAL EACH FACE
<br />SHOULD THE REINFORCING SUPPLIER AND/OR RETAILER CHOOSE TO USE SOFT METRIC, EACH
<br />VERT.
<br />VERTICAL
<br />AND EVERY REBAR CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE
<br />FIRST THUS: "4113" NO EXCEPTIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE
<br />V.F.F.
<br />VERTICAL FAR FACE
<br />VFY
<br />VERIFY
<br />WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE
<br />V.N.F.
<br />VERTICALEAINSIDE FACE
<br />RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY
<br />V.N.F.
<br />N
<br />VERTICAL NEAR FACT
<br />THAT ALL CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE
<br />V.N.F.
<br />VERTICAL OUTSIDE FACE
<br />IMPERIAL.
<br />W.A.B.O.
<br />WASHINGTON ASSOC. OF BUILDING OFFICIALS
<br />w/
<br />WITH
<br />_STRUCTURAL STEEL AND MISCELLANEOUSL
<br />w/o
<br />WITH OUT
<br />ALL WORK IN ACCORDANCE WITH "RISC SPECIFICATION FOR THE DESIGN, FABRICATION AND
<br />W.H.S.
<br />WELD HEAD STUD
<br />ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE".
<br />@
<br />AT
<br />STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
<br />- ---
<br />WIDE FLANGE SHAPES ASTM A-992 (Fy =50,000 PSI)
<br />--
<br />OTHER SHAPES AND PLATES ASTM A-36 (Fy=36,000 PSI)
<br />TUBE COLUMNS ASTM A-500, GRADE B (Fy-46,000 PSI).
<br />WELDHEAD STUDS ASTM A-108 (Fyp55,000 PSI)
<br />20°-0"
<br />ALL -THREAD ASTM F1554, GRADE 36 (Fy=36,000 PS()
<br />-- --- -"---
<br />MACHINE BOLTS ASTtI A-307
<br />HIGH STRENGTH BOLTS ASTM A-325N (U.N.O.)'
<br />ALL STRUCTURAL STEEL BOLTED CONNECTIONS AT MECHANICAL PLATFORMS ARE ASTM A-325
<br />� n
<br />TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE.
<br />- - --
<br />CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED "SNUG -FIGHT" ONLY
<br />EXCEPT AT FRAMES. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A-325
<br />15'-4"
<br />BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR
<br />---- --_ `____
<br />A490 BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON
<br />� s
<br />DRAWINGS. ALL WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING'
<br />EXIST. 10" -
<br />C.M.U. WALL
<br />CONSTRUCTION". WELDS NOT SPECIFIED SHALL BE 1/4", CONTINUOUS FILLET MINIMUM. ALL
<br />s <
<br />WELDS BY CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED
<br />--
<br />METAL -ARC WELDING OR EQUAL ELECTRODES. WELDHEAD STUDS (WHS) ARE TO BE MACHINE
<br />if -
<br />- - _
<br />WELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED.
<br />T �
<br />CONCRETE AND MASONRY ANCHORS IqOLTS, THREADED
<br />REBAR }
<br />DRILLED IN EXPANSION_ ANCHORS:
<br />O
<br />CONCRETE HILTI KWIK BOLT TZ PER ESR-1917
<br />U_
<br />CMU HILTI KWIK BOLT 3 PER ESR-1385
<br />ADHESIVE ANCHORS:
<br />1 - U)
<br />It It
<br />CONCRETE HILTI HIT -RE 500 V3 PER. ESR-3814 AND HILTI HIT HY 200-R PER ESR-3187
<br />U? - _
<br />CMU HILTI HIT-HY 270 PER ESR-4143
<br />,._
<br />� I T_
<br />UNREINFORCED
<br />MASONRY HILTI HIT-HY 270 PER ESR-4144
<br />CAST IN PLACE ANCHORS:
<br />t
<br />E
<br />CONCRETE EMBED PER FLANS AND SECTIONS
<br />CiV1U EMBED PER PLANS AND SECTIONS
<br />SCREW ANCHORS:
<br />-
<br />CONCRETE HILTI KWIK HUS-EZ (KH-EZ) AND HUS-EZ I (KH-EZ 1) PER ESR-3027
<br />cfs
<br />CMU HILTI KWIK HUS-EZ
<br />PER ESR-3056
<br />(KH-EZ)
<br />-- -- -- - -
<br />ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF
<br />=—
<br />INSTALLATION PER ACI 318 - 14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR
<br />-''
<br />7
<br />UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED
<br />c as
<br />PERSONNEL IN CONFORMANCE TO ACI 318 - 14 SECTION 17.8.2.2.
<br />2" 1 "-1 U,
<br />sI1Qti�Y
<br />4-11 0'- -- ---- ---i -- -
<br />SECTION
<br />5'-0" PER ARCH, FIELD VEY.
<br />i
<br />(N) 6" MECHANICAL SLAB PER PLAN z1
<br />(E) DOCK SLAB
<br />4
<br />a 4 a .
<br />CD FOLLOW INSTALLATION PROCEDURES OF ESR REPO RE 500 V3 PER ESR-3814RT AND MANUFACTURER'S STRONGBACK ELEVATION
<br />4 18"oc EPDXY wl
<br />HILTI 20OR EMBED 4" w/
<br />SPCL. INSP. TYP.
<br />SECTION
<br />L6x4x3/8 (L.L.V
<br />EXTEND L
<br />1" PAST H.S.S.
<br />COPE HORN. L
<br />AS REQUIRED
<br />PER ELEV.
<br />R.O. PER ELEV
<br />DETAIL 3a
<br />_ 3
<br />PER PLAN
<br />NEW MECHANICAL HOUSE
<br />BY OTHERS. ATTACHMENT
<br />TO CONC. BY OTHERS. —�
<br />6" CONC. SLAB
<br />REINF. PER PLAN --
<br />2- #4 r@18"oc
<br />0 °
<br />o�
<br />a 0-o o.
<br />O OQopp op
<br />°
<br />_ E
<br />. C)R
<br />O
<br />4 ROWS #4 18"oc
<br />EPDXY ,,v/ HILTI 20OR
<br />EMBED 4" w/ SPCL INSP., TYP.
<br />1/2"x4"xV-0" PLATE
<br />2- 5/8" O ANCHORS
<br />(EMBED 5 518" MIN.
<br />SEE "NOTE" BELOW
<br />ELEV. 1/S1.2, TYP.
<br />LO
<br />INSTRUCTIONS. PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT.
<br />SUBSTITUTIONS ARE NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS
<br />1/4" = 1'-0"
<br />V)
<br />MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. PROVIDE STAINLESS STEEL OR
<br />NOTES:
<br />GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED. ANCHORS RATED FOR DRY
<br />1 }
<br />CONCRETE ANCHORS: USE 5/8"0 ALL THREAD ROD vv/ HILTI HIT-HY 200-R ADHESIVE IN CONCRETE,
<br />'
<br />INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT.
<br />INSPECT PER I.C.C. ESR-3187,
<br />2.)
<br />MASONRY ANCHORS: USE 5/8"0 ALL THREAD ROD w/ HIT-HY 270 ADHESIVE IN MASONRY, INSPECT PER
<br />SPECIAL INSPECTIONS
<br />I.C.C.. ESR-4143. SOLID GROUT ALL CELLS THAT ARE TO RECEIVE ANCHORS PRIOR TO INSTALLATION
<br />INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT
<br />OF ANCHORS. GROUT TO BE F'c = 2,000 PSI MIN.
<br />TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE
<br />3.)
<br />CO NOT SUBSTITUTE OTHER ADHESIVES FOR THE HILTI HIT-HY 270 AND THE HILTI HIT-HY 200-R
<br />r'
<br />w
<br />ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL
<br />WITHOUT PRIOR WRITTEN AUTHORIZATION FROM E.N.W.
<br />BUILDING DEPARTMENT.
<br />4.)
<br />DO NOT OVER CUT OPENINGS AT CORNERS, TYPICAL,
<br />FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE
<br />5.)
<br />CONTRACTOR TO VERIFY THAT NO VERTICAL WALL JOINTS OCCUR WITHIN THE NEW OPENING AND
<br />0
<br />COMPACTION TESTS AS NOTED ABOVE.
<br />STRONGBACK SPACE.
<br />o"
<br />CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND
<br />STRENGTH. SPECIAL INSPECTION IS REQUIRED DURING THE TAKING OF TEST
<br />CU
<br />SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE
<br />NEW BLAB EXIST. SLAB
<br />REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE
<br />DRAWINGS. CHECK FOR REQUIRED COVER, SIZE, SPACING, LAP AND GRADE.
<br />SPECIAL INSPECTION 1S REQUIRED DURING THE PLACING OF REINFORCING LIGHTLY GREASE DOWEL
<br />STEEL. THIS SIDE PRIOR TO
<br />CONS. EXPANSION POUR & AFTER EPDXY
<br />0 & MASONRY ANCHORS
<br />& DRILLED -IN DOWELS: COPY OF ICC REPORT FOE ANCHORS OR ADHESIVE SYSTEM USED TO EXIST. SLAB� I
<br />MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE
<br />SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT. NEW 6" CONCRETE
<br />> STEEL: IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. SLAB ON GRADE w/ 1
<br />CONTINUOUS INSPECTION: #4 '18"oc EACH
<br />� SLIP -CRITICAL (SC) HIGH STRENGTH BOLTED CONNECTIONS. WAY CENTERLINE
<br />V)
<br />0 COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON-DESTRUCTIVE
<br />0 TESTING PS REQUIRED FOR ALL COMPLETE PENETRATION WELDS - SHOP AND VFY,
<br />FIELD. -- -- - - — - --
<br />TO MATCH EXIST.
<br />MULTIPASS FILLET VVE( DS. - -
<br />n SINGLE -PASS FILLET WELDS GREATER THAN 5/16-INCH. 4 _-
<br />WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, ' p.
<br />n BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS°q0 OC,o0 pro a°
<br />.00 AND SHEAR REINFORCEMENT. Q ° n o
<br />e poo O o n _1c c> o
<br />E PERIODIC INSPECTION: COMPACTED I I —I i i—i i i a l l - i I
<br />E VERIFY HIGH -STRENGTH BOLT IDENTIFICATION MARKINGS CONFORM TO SUBG DE BY =1 I I `)1 �— I 1—I M-1 I I—
<br />OTHERS I! I —I I[=1 I I I I I E I 1=1 11
<br />SPECIFIED ASTM STANDARDS, REVIEW OF MANUFACTURER'S CERTIFICATE OF
<br />COMPLIANCE.
<br />r6 INSTALLATION OF BEARING -TYPE BOLTED CONNECTIONS,
<br />0 SINGLE -PASS FILLET WELDS 5/16-INCH OR LESS.
<br />_ FLOOR AND ROOF DECK WELDS.
<br />COLD -FORMED STEEL FRAME WELDING,
<br />M . WELDING OF STAIRS AND RAILINGS.
<br />WELDING OF STUDS.
<br />4i1 VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTMSECTION
<br />i WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING CONTINUOUS (4 a ------
<br />-- >
<br />18"0 x " SMOOTH ROUND
<br />DOWELS @ 18"° oc. EPDXY TO
<br />EXIST. SLAB w/ HILTI HIT-HY
<br />200-R ADHESIVE, EMBED 4 1/"
<br />w/ SPECIAL INSPECTION, ORIENT
<br />PERPENDICULAR TO EXIST.
<br />SLAB SAW CUT EDGE AND
<br />LEVEL w/ HORIZONTAL PLANE
<br />1 /2"xH. S
<br />w/ 2- 5/8
<br />DETAIL 3c
<br />3/4" = 1'-0"
<br />/// (N) CONC. RAMP w/
<br />4 @ 18"oc EACH WAY
<br />SEE SECTION 4 FOR
<br />SLAB REPAIR DETAIL
<br />3/4" 1,-0„
<br />EXIST.
<br />MASOI
<br />WALL.
<br />PER E
<br />(E) 6" CONC. SLAB
<br />(E) 10" CMU MALL
<br />SUB -GRADE
<br />BY OTHERS
<br />8" C.I.P. w/ #4
<br />12"oc HORN., TYP.
<br />EXIST. CURB
<br />TO REMOVE.
<br />#4 12"00
<br />EPDXY & EMBED
<br />4" TYP.
<br />(E) FOOTING
<br />1/2"0 ANCHORS
<br />24"oc SEE
<br />MOTES BELOW
<br />3/S1 A TYP.
<br />ANGLE PER
<br />DETAIL 3a
<br />EXIST. WALL TO
<br />BE REMOVED
<br />I ONLY AFTER,
<br />LINTEL ANGLE
<br />IS IN PLACE
<br />DETAIL 3d
<br />MAXIMUM SPACING & USE P.N.A. PD3 BASKET ASSEMBLY OR
<br />LOCATION PER FDN. FLAN
<br />,APPROVED EQUAL, W1DOV'VELS @ 24°'oc.
<br />V4 x 1/8" SOFT -CUT JOINT — SPACING MAY BE INCREASED TO 26°" IF
<br />SUPPORTING DATA CAN PROVE THAT A
<br />REINF. WHERE SUPPORTING
<br />SPACING CAN BE USED WITH
<br />APPLICABLE PER PLAN COTCO FORKLIFTS. BASKET SHOULD BE
<br />SLAB PER PLAN —� MANUFACTURED TO HOLD PLATES AT 1/4"
<br />OF SLAB CTR.
<br />°4 4
<br />a, 4
<br />° -. I
<br />HOLD 7" co ( 2o
<br />q 0
<br />4� a 0Soo CLR. MAX. 0c°,oCIO E—
<br />®I NOTE:
<br />III —I (I —I I f= 1,) SEE ARCH. DTLS, FOR SPECIAL JOINT FINISH,
<br />2.) SOIL SUBGRADE PER SOILS REPORT.
<br />3,) USE OF OTHER JOINT SYSTEMS NOT ALLOWED.
<br />5 �
<br />s
<br />OINT m (S.J.
<br />3/4"
<br />1F_011
<br />1 1,2" 1"-1" 1 1/2"
<br />TYP. E.W. P. E.W TYP. E.W.
<br />9
<br />CQ
<br />1/2" BRG. PLATE
<br />w/ 4- 3/4"0 HEADED 1 COLUMN PER PLAN
<br />BOLTS OR ALL -THREAD
<br />(EMBED 4" MIN.) j
<br />I I SLAB PER PLAN
<br />1
<br />4'
<br />�
<br />.Q
<br />a
<br />4
<br />4'
<br />SECTION
<br />MAXIMUM SPACING &
<br />LOCATION PER FDN. PLAN -r
<br />REINF. WHERE
<br />APPLICABLE PER PLAN
<br />SLAB PER PLAN
<br />3/4ot = 11_01i
<br />— P.N.A. DIAMOND DOWEL OR APPROVED
<br />EQUAL, @ 24"oc MAX. LOCATE ± 1/8" OF
<br />MID. POINT OF SLAB. MOVE REBAR IF
<br />NEEDED. HOLM 12" FROM
<br />PERPENDICULAR JOINTS
<br />a
<br />a
<br />*0
<br />yma�
<br />� e
<br />4.
<br />JOINT (C.J.
<br />3/4" 1'-0"
<br />PARTIAL FOUNDATION PLAN v
<br />NOTES. 1/4" -- 1 -01t
<br />1.) ALL ITEMS ARE EXISTING (E) UNLESS NOTED AS NEW (N).
<br />2.) FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY ENW
<br />IF EXISTING DIMENSIONS AND EXISTING CONDITIONS ARE NOT AS SHOWN ON PLANS AND SECTIONS.
<br />3.) VERIFY ALL DIMENSIONS w/ ARCH.
<br />4.) { ) INDICATES TOP OF FOOTING RELATIVE TO FINISH FLOOR.
<br />5.) VERIFY SLAB JOINT LOCATIONS WITH ARCH.
<br />{
<br />d
<br />JOB NO:
<br />95052031
<br />ENGINEER:
<br />R. ZHU
<br />DRAVVNI:
<br />P. PATEL
<br />DATE:
<br />12-12-2018
<br />SHEET NO:
<br />INSPECTION.
<br />STEEL- .iOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS
<br />314" = 1'-0"
<br />dIN
<br />5j
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