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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. DEFERRED SUBMITTALS
<br />1. DESCRIPTION THE STRUCTURAL DESIGN FOR DEFERRED SUBMITTALS BELOW SHALL FOLLOW THE DESIGN
<br />Building Name & Site Location - Costco Wholesale - Everett, WA LOADS INDICATED IN THIS GENERAL NOTE.
<br />2. DESIGN CODE AND STANDARDS 1. METAL INSULATED PANEL COMPRESSOR HOUSE. f
<br />Applicable Code (Edition/Name) - 2015 International Building Code (IBC) 2. METAL GUARD RAIL AT CATWALK. �1
<br />Other documents referenced by these notes shall be the specific edition referenced by the
<br />building code specified above, or if not specified, shall be the latest edition. ABBREVIATIONS
<br />ARCM. ARCHITECT 2"
<br />ESIGN LO S BAL. BALANCE
<br />B. OR BOT. BOTTOM
<br />a. Roof Snow Load 25 psf (snowy drift is not required). ! � BTWN. BETWEEN
<br />BLDG. BUILDING
<br />b. Slab Live oa 250 psf BRG. BEARING
<br />c. Seismic Risk Category 11 C.I.P. CAST IN PLACE
<br />S,i = 1.416, S, = 0.544, le = 1.0, Site Class "D" and C.J. CONSTRUCTION JOINT 0,_01,
<br />SQs = 0.944, SD, = 0.544. CL CENTERLINE -- -- -- -- --
<br />Seismic Design Category = "D" CLR. CLEAR
<br />d. Wind Load Risk Category 11 CMU CONCRETE MASONRY UNIT
<br />Basic wind speed (3 sec. gust) VULT= 110 mph, VASD= 85 mph COL. COLUMN
<br />Exposure B CONC. CONCRETE
<br />Kzt=1.0 C.S.J. CLOSURE STRIP JOINT
<br />IBC Load Cases per sec. 1605.2.1 or 1605.3.1 only K, = 0.85 EA. EACH 2- #4 CONT. --
<br />Importance factor 1.0. E.E. EACH END
<br />e. Load Combinations All Code required load combinations are to be used in the building design. E.F. EACH FACE
<br />E.J. EXPANSION JOINT 18"oc
<br />STANDARDSOSHA EL. OR ELEV. ELEVATION \\\\
<br />THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT E.N.W. OR ENW ENGINEERS NORTHWEST 2'-6"
<br />OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL EQ. EQUAL -- -- - --
<br />DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE E.S. EACH SIDE
<br />GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM E.W. EACH WAY - -
<br />ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR F.O.C. FACE OF CONCRETE 4- #4 TOP 4
<br />TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND F.O.S. FACE OF STUD BOTT. ���111111 d _a a
<br />6 r. d 9
<br />d
<br />METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. F.O.W. FACE OF WALL VARIES _ _
<br />FTG. FOOTING
<br />CONCRETEGA. GAGE
<br />--- ---- ---- �
<br />F'c=4000 PSI. 23 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE GALV. HOT DIP GALVANIZED
<br />SLABS. G..B. GYPSUM WALL BOARD ..
<br />F'c=3000 PSI. 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL OTHER. H. Off: HORIZ. HORIZONTAL y ' r2-1
<br />USE TYPE 1/11 CEMENT. FOR SPECIAL CONDITIONS ANOTHER TYRE CEMENT MAY BE REQUIRED. I.B.C. INTERNATIONAL BUILDING CODE (E) 6" CONC. SLAB
<br />SUBMIT FOR APPROVAL. ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF I.C.C. INTERNATIONAL CODE COUNCIL ON GRADE
<br />ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE LF INSIDE FACE
<br />318, PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE INC. INCLUDING
<br />WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS ARE USED) WHICH CAN K KIP (1000 POUNDS)
<br />BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, L.W. LONG WAY SECT101
<br />SEE SPECIFICATIONS. MAXIMUM WATER/CEMENT RATIO - 0.49. 3/4" CHAMFER. ALL EXPOSED M.B.S. METAL BLDG SUPPLIER
<br />EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL N.F. NEAR FACE
<br />BE USED. AIR ENTRAIN ALL HORIZONTAL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR N.T.S. NOT TO SCALE
<br />BY VOLUME. LIMIT WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WHERE SOILS oc ON CENTER
<br />"WATER SOLUBLE SULFATE EXCEEDS 0 20 PERCENT BY WT ADD NO WATER TO CONCRETE AT O.F. OUTSIDE FACE
<br />I[m
<br />NEW MECHANICAL HOUSE
<br />BY OTHERS. ATTACHMENT
<br />TO CONC. BY OTHERS. -`
<br />6" CONC. SLAB
<br />REINF. PER PLAN
<br />2- 4 mi 18"oc
<br />o r�� Q o
<br />0®
<br />® � 0 0n
<br />0 O0a,:, o0
<br />4 ROWS #4 18"oc
<br />EPDXY w/ HILTI 20OR
<br />EMBED 4" w/ SPCL INSP., TYP.
<br />SITE. IF INCREASED WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A MIX DESIGO
<br />N
<br />THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED
<br />.5.
<br />O.T.O.
<br />OUTSIDE
<br />OUT TO OUT
<br />2'-0" CONTACTED
<br />AREA VFY.
<br />5°-0" PER ARCH, FIELD VFY.
<br />In
<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 />(N) 6" MECHANICAL SLAB PER PLAN
<br />1
<br />APPROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. TESTING LAB TO NOTIFY THE
<br />R.O.
<br />ROUGH OPENING
<br />N
<br />ARCHITECT IMMEDIATELY BY FAX AND PHONE OF ANY NONCOMPLIANCE..
<br />SECT.
<br />SECTIONS
<br />(E) DOCK SLAB
<br />SIM.
<br />SIMILAR
<br />C14
<br />REINFORCING L
<br />S.J
<br />SHRINKAGE JOINT
<br />- 44
<br />STL.
<br />STEEL
<br />4
<br />v
<br />d
<br />ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60 (fy=60,000
<br />SW
<br />SHEARWALL
<br />� ®
<br />4
<br />psi) LAP CONTINUOUS REINFORCING BARS 44 BAR DIAMETERS, V-10" MINIMUM UNLESS NOTED
<br />SYMM.
<br />,
<br />SYMMETRICAL-
<br />OTHERWISE. CORNER BARS V-10" BEND TO BE PROVIDED FOR ALL HORIZONTAL
<br />T.
<br />e4,r
<br />TOP
<br />REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH ACI MANUAL OF STANDARD PRACTICE
<br />T_B.
<br />TOP OF BEAM
<br />OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWI TO
<br />T..F.
<br />TOP OF FOOTING
<br />CONFORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS.
<br />T..S.
<br />TOP OF STEEL
<br />j
<br />#4 I 13"oc EPDXY w/
<br />COVER TO MAIN REINFORCEMENT TO BE:
<br />TOP OF SLAB
<br />HILTI 20OR EMBED 4" wl
<br />BOTTOM OF FOOTINGS 3 INCHES
<br />T..W.
<br />TOP OF WALL
<br />SPCL. INSP. TYP.
<br />FORMED SURFACES WEATHER & EARTH FACE 1-1/2 INCHES
<br />TYP.
<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 />SEC `10N
<br />SHOULD THE REINFORCING SUPPLIER AND/OR DETAILER CHOOSE TO USE SOFT METRIC, EACH
<br />weERT
<br />VERTICAL
<br />1/2" ISOLATION JOINT
<br />3/4"
<br />4'-0" PER ARCH, FIELD VFY.
<br />SAW CUT FULL DEPTH
<br />DOCK SLA
<br />=--/(N) CONC. RAMP w/
<br />-#4 18"oc EACH WAY
<br />Q. d d
<br />® - .4 d
<br />v d ,.
<br />- SEE SECTION 4 FOR
<br />SLAB REPAIR DETAIL
<br />AND EVERY REBAR CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE V.F.F. VERTICAL FAR FACE
<br />FIRST THUS: "#4/#13" NO EXCEPTIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE VFY VERIFY
<br />WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE V.I.F. VERTICAL INSIDE FACE
<br />RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY V.N.F. VERTICAL NEAR FACE
<br />THAT ALL CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE V.N.F. VERTICAL OUTSIDE FACE
<br />IMPERIAL. W.A.B.O. WASHINGTON ASSOC. OF BUILDING OFFICIALS
<br />STRUCTURAL L MISCELLANEOUS L w/ WITH
<br />w/o WITH OUT
<br />ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND W.H.S. WELD HEAD STUD
<br />ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". @AT
<br />STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
<br />WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI) I
<br />OTHER SHAPES AND PLATES ASTM A-36 (Fy=36,000 PSI} I _ (N) 4'-0" EXTEND Lt .L.V
<br />TUBE COLUMNS ASTM A-500, GRACE B (Fy=46,000 PSI)
<br />WELDHEAD STUDS ASTM A-108 (Fy=55,000 PSI) 20'a0°' I ; OPENING 1'° PAST H.S.S.
<br />ALL -THREAD ASTM F1554, GRADE 36 (Fy=36,000 PSI) -- -- - - -- - - - _ I COPE HORIZ. I.
<br />MACHINE BOLTS ASTM A-307 _ _ 3a AS REQUIRED
<br />NIGH STRENGTH BOLTS ASTM A-325N (U.N.O.)
<br />o
<br />ALL STRUCTURAL STEEL BOLTED CONNECTIONS AT MECHANICAL PLATFORMS ARE ASTM A-325
<br />TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. - - s 3d - PER ELEV.
<br />CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED "SNUG TIGHT" ONLY
<br />EXCEPT AT FRAMES. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A-325 154"
<br />BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR --- -- -- `, `
<br />A490 BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON
<br />DRAWINGS. ALL WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING ;, EXIST. 10" f-
<br />C.M.U. WALL �v � I
<br />CONSTRUCTION". WELDS NOT SPECIFIED SHALL BE 1/4", CONTINUOUS FILLET MINIMUM. ALL � � z
<br />WELDS BY CERTIFIED WELDERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED I
<br />) a. 0- R.O. PER ELEV
<br />METAL -ARC WELDING OR EQUAL ELECTRODES. WELDHEAD STUDS (WHS) ARE TO BE MACHINE I I
<br />WELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED.
<br />3b DETAIL 3a
<br />CONCRETE AND MASONRY ANCHORS THREADED RODS AND
<br />RE AR OWELPI- - - - w LL TYP. 1 /2"x4"xV-0" PLATE
<br />I 0 I 2- 5/8" 0 ANCHORS
<br />DRILLED IN EXPANSION ANCHORS: _ - O 0t
<br />CONCRETE HILTI KWK BOLT TZ PER ESR-1917 {EMBED 5 5/8" MIN.'
<br />CMU HILT] KWIK BOLT 3 PER ESR-1385 b - ' : a) ) ; SEE "NOTE" BELOV
<br />0o ADHESIVE ANCHORS: I �._- m €�7 U3 I ELEV. 1/S1.2, TYP.
<br />CONCRETE HILTI HIT -RE 500 V3 PER ESR-3814 AND HILTI HIT-HY 200-R PER ESR-3187
<br />can CMU HILTI HIT-HY 270 PER ESR-4143 i,
<br />� UNREINFORCEDIU
<br />I -
<br />MASONRY HILTI HIT-HY 270 PER ESR-4144CL
<br />t
<br />CAST IN PLACE ANCHORS:
<br />CONCRETE EMBED PER PLANS AND SECTIONS04
<br />-
<br />CMU EMBED PER PLANS AND SECTIONS a 3c
<br />SCREW ANCHORS: TYP. R.O. PER ELEV. 3/S1.1 7" MIN.
<br />CONCRETE HILTI KWIK HUS-EZ (KH-EZ) AND HUS-EZ I (KH-EZ 1) PER ESR-3027 c0
<br />CMU HILTI KWIK HUS-E
<br />(KH-EZ) PER ESR-3056 0 0 + IL 3b
<br />-- -- -- r #DE
<br />ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF
<br />INSTALLATION PER ACI 318 - 14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR
<br />UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED
<br />C) PERSONNEL IN CONFORMANCE TO ACI 318 -14 SECTION 17.8.2.2.
<br />�
<br />'
<br />FOLLOW INSTALLATION PROCEDURES OF ESR REPO RE 500 V3 PER ESR-3814RT AND MANUFACTURER'S S'l-RONGBACK ELEVATION
<br />��
<br />INSTRUCTIONS. PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT. _ I Ilf
<br />SUBSTITUTIONS ARE. NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS 1/4" 1`-0" 1 1/2"MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. PROVIDE STAINLESS STEEL OR NOS. 3/16 I j
<br />GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED. ANCHORS RATED FOR DRY 1.) CONCRETE ANCHORS: USE 5/8" 0 ALL THREAD ROD w/ HILTI HIT-HY 200-R ADHESIVE IN CONCRETE,
<br />INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. INSPECT PER I.C.C. ESR-3187.
<br />2.)
<br />I.C.C. ESR 4143. SOLID GROUT ALLASONRY ANCHORS: USE 5/8"0 �CELLS�AD OD w/ HIT-HY 270 ADHESIVE IMASONRY, INSPECT R
<br />THAT TO RECEIVE ANCHORS INSTALLATION i
<br />SPECIAL II I`
<br />� INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT
<br />OF ANCHORS. GROUT TO BE Fie = 2,000 PSI MIN.
<br />a TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE 3.) DO NOT SUBSTITUTE OTHER ADHESIVES FOR THE HILTI HIT-HY 270 AND THE HILTI HIT-HY 200-R
<br />_ ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE. SHOP IS CERTIFIED BY THE LOCAL WITHOUT PRIOR WRITTEN AUTHORIZATION FROM E.N.W.
<br />BUILDING DEPARTMENT. 4.) DO NOT OVER CUT OPENINGS AT CORNERS, TYPICAL.
<br />FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE 5.) CONTRACTOR TO VERIFY THAT NO VERTICAL WALL JOINTS OCCUR WITHIN THE NEW OPENING AND LAT
<br />1!"xH.5.5. Vl,IDTH1°PE
<br />0 STRONGBACK SPACE.
<br />w/ 2- 5/8" O ALL THREAD
<br />COMPACTION TESTS AS NOTED ABOVE. ,m
<br />_ CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND
<br />STRENGTH. SPECIAL INSPECTION IS REQUIRED DURING THE TAKING OF TEST NEW SLAB EXIST. SLAB
<br />DETAIL 3c
<br />SPECIMEN, AND PLACING OF ALL REINFORCED CONCRETE.
<br />REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE
<br />0 DRAWINGS. CHECK FOR REQUIRED COVED, SIZE, SPACING, LAP AND GRADE.
<br />SPECIAL INSPECTION IS REQUIRED DURING THE PLACING OF REINFORCING
<br />� LIGHTLY GREASE DOWEL
<br />STEEL.THIS SIDE PRIOR TO
<br />CONC. EXPANSION POUR & AFTER EPDXY
<br />(E) 6" CONC. SLAB
<br />(E) 10" CMU WALL
<br />SUB -GRADE
<br />BY OTHERS
<br />6
<br />8" C.I.P. w/ #4
<br />12"oc HORIZ., TYP.
<br />EXIST. CURB
<br />TO REMOVE PER PLAN
<br />#4 12"oc
<br />EPDXY & EMBED
<br />4" TYP.
<br />(E) FOOTING 0'_0„
<br />NEW MECHANICAL HOUSE
<br />BY OTHERS. ATTACHMENT
<br />TO CONC. BY OTHERS.
<br />6" CONC. SLAB
<br />REINF. PER PLAN --ti
<br />#4 CONT. -� \
<br />2' --- --
<br />#4 E.F. T.B. - -
<br />& 16"oc BTWN.
<br />4 v.
<br />- - -;- 4
<br />a.
<br />VARIES ± _
<br />SEE
<br />DETAI!
<br />EXIST.
<br />IVIASOi
<br />WALL
<br />/2" O ANCHORS
<br />R 24"oc SEE
<br />ROTES BELOW
<br />VS1.1 TYP.
<br />If
<br />ANGLE PER
<br />DETAIL 3a
<br />I EXIST. WALL TO
<br />I BE REMOVED
<br />I ONLY AFTER
<br />I LINTEL ANGLE
<br />IS IN PLACE
<br />DETAIL
<br />1. CK MASONRY ANCHORS TO EXIST. SLAB MAXIMUM SPACING &
<br />& DRILLED -IN DOWELS: COPY OF ICC REPORT FOE ANCHORS OR ADHESIVE SYSTEM USED USE P.N.A. PD3 BASKET ASSEMBLY OR
<br />u� EXIST. SLAB LOCATION PER FD�3. PLAN J�
<br />MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE J APPROVED EQUAL, W/DOWELS @ 24"tic.
<br />SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT. NEW 6" CONCRETE t/4 x 1I8'" SOFT -CUT JOINT ( SPACING MAY BE INCREASED TO 26" IF
<br />� a STEEL: IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. SLAB ON GRADE w/ SUPPORTING DATA CAN PROVE THAT A
<br />6 CONTINUOUS INSPECTION: #4 REINF. WHERE
<br />18"oc EACH GREATER SPACING CAN BE USED WITH
<br />SLIP -CRITICAL (SC) HIGH STRENGTH BOLTED CONNECTIONS. WAY CENTERLINE APPLICABLE PER PLAN -1 COSTCO FORKLIFTS. BASKET SHOULD BE
<br />0 COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON-DESTRUCTIVE O SLAB PER PLAN MANUFACTURED TO HOLD PLATES AT i 1/4"
<br />M TESTING IS REQUIRED FOR ALL COMPLETE PENETRATION LDS - SHOP AND VFY. OF SLAB CTR.
<br />MULTIPASS FILLET WELDS. TO MATCH EXIST. ffi�. s _ d ® d, a �.
<br />t d
<br />SINGLE -PASS FILLET WELDS GREATER THAN 5/16-INCH. v _ > °' d
<br />WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, <5 : �; - o ®c,.
<br />a_ BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS op��0 �d0 ®0 0 QQoLU
<br />`� �o HOLD 7" �} �'
<br />G3 c,4 o O o0 ® 0 0 U 0® 04 (}
<br />AND SHEAR REINFORCEMENT. p o®��c7 0 po o®® C5 0 0 000 0 ca 00 0
<br />PERIODIC INSPECTION: COMPACTED i I i-I I i l I; i �+ 0 od�®o 00 CLR. MAX. 0 o0aoo n0
<br />®I I -III f-
<br />0) SUMO DE BY i - _
<br />VERIFY HIGH -STRENGTH BOLT IDENTIFICATION MARKINGS CONFORM TO -1 1-� ! 1-! =I I 1=1 i 1=I 11 5/8 O x 9 SMOOTH ROUND =1 11=1 11=1 I NOTE: =1 I 1=1 I 1=1
<br />SPECIFIED ASTM STANDARDS. REVIEW OF MANUFACTURER'S CERTIFICATE OF OTHERS (T!=� I 1=I 1= 1. SEE ARCH. DTLS, FOR SPECIAL JOINT FINISH.
<br />� DOWELS 18° oc. EPDXY TO 2 }SOIL SUBG DE PER SOILS REPORT.
<br />COMPLIANCE. EXIST. SLAB wl HILTI HET-HY )
<br />INSTALLATION OF BEARING -TYPE BOLTED CONNECTIONS. 200-R ADHESIVE. EMBED 4 1/2" 3.) USE OF OTHER JOINT SYSTEMS NOT ALLOWED.
<br />SINGLE -PASS FILLET WELDS 5/16-INCH OR LESS. w/ SPECIAL INSPECTION, ORIENT
<br />FLOOR AND ROOF DECK WELDS. PERPENDICULAR TO EXIST.
<br />COLD -FORMED STEEL FRAME WELDING. SLAB SAW CUT EDGE AND
<br />In
<br />WELDING OF STAIRS AND RAILINGS. LEVEL w/ HORIZONTAL PLANE
<br />WELDING OF STUDS.
<br />VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTMSECTION SHRINKAGE JOINT (S.J.)
<br />A-706.
<br />En
<br />WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING CONTINUOUS (TYPICAL SMALL SLAB REPLACEMENT DETAIL) 3/4" = V-0" 3/4" = 1'-01'
<br />O INSPECTION.
<br />�� �I�1L+i7���1�i�Z���l�+��[�►f'�E :��I+illtl�tLl�[+�%�rt�f�l�.IF
<br />r
<br />MAXIMUM SPACING
<br />0 �J
<br />� ®po q-
<br />0 C70o -,
<br />2
<br />ROWS #4 f-@ 16i'oc
<br />EPDXY `rv/ HILTI 20OR
<br />EMBED 4" wl SPCL INSP., TYP.
<br />3/4" = 1'-0"
<br />COLUMN PER PLAN
<br />SLAB PER PLAN
<br />vfell 101
<br />a
<br />1/2" ISOLATION JOINT
<br />p d
<br />(E) 6" CONC. SLAB
<br />6" t�
<br />}
<br />GAP Pa
<br />a
<br />(E) 10" CMU WALL
<br />3
<br />SUB -GRADE
<br />BY OTHERS
<br />1
<br />w C.I.P. w/ #4
<br />12"oc HORN., TYP.
<br />EXIST. CURBCD
<br />` I
<br />r
<br />TO REMOVE
<br />r 1
<br />"
<br />41
<br />#4 @ 1 2 oc
<br />,a
<br />EPDXY & EMBED
<br />I
<br />4" TYP.
<br />LA
<br />(E) FOOTING
<br />V-3" VFY.
<br />I (
<br />41
<br />{ ,
<br />PRE-FAB METAL w u
<br />r STAIRS PER ARCH
<br />MOMENT FRAME ,
<br />COL. BY OTHERS
<br />LL 1 I
<br />i
<br />>
<br />{
<br />1 A
<br />> I "
<br />J
<br />I ,
<br />S.J. s
<br />I Y
<br />a Y
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<br />REINFORCING #4 @ 18"o/c EACH WAY. ! I
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<br />OVER SUB -GRADE BY OTHERS, TYP. TOP I
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<br />NOTES: 1/4" = 1'-0"
<br />1.) ALL ITEMS ARE EXISTING (E) UNLESS NOTED AS NEW (N).
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<br />IF EXISTING DIMENSIONS AND EXISTING CONDITIONS ARE NOT AS SHOWN ON PLANS AND SECTIONS.
<br />3.) VERIFY ALL DIMENSIONS wl ARCH.
<br />4.) ( ) INDICATES TOP OF FOOTING RELATIVE TO FINISH FLOOR.
<br />5.) VERIFY SLAB JOINT LOCATIONS WITH ARCH.
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<br />SHEET NO:
<br />71
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