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1_ II I IITI1;1.I L I I 1 1' VL I I -I I_ I I _L I —L— .L1 _ 'ts1.Im"I I
<br />h'I
<br />I
<br />G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE
<br />RC-2 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301
<br />RC-25 PLACE CONCRETE PER ACI 304. USE INTERNAL
<br />5-10 DO NOT WELD TO EMBEDS UNTIL CONCRETE HAS
<br />INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED
<br />SPECIFICATIONS. ALL CONCRETE TYPE I PORTLAND
<br />MECHANICAL VIBRATION FOR ALL CONCRETE. LIMIT
<br />CURED AT LEAST "12 HOURS. USE APPROPRIATE
<br />TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON
<br />CEMENT. (ASTM C 150) 3000 psi. TYP COMPRESSIVE
<br />MAXIMUM FREE FALL DROP OF CONCRETE TO �o'-0"
<br />WELDING PROCESSES TO LIMIT HEAT BUILDUP IN
<br />SPECIALITY ENGINEERING REQUIREMENTS:
<br />THE PROJECT EXCEPT WHERE A SEPARATE DETAIL 15
<br />STRENGTH AT 28 DAYS (U,O,N.). 4000 psi, AT COLUMNS
<br />FOR 051 AGGREGATE AND 8'-0" FOR *`aAGGREGATE.
<br />EMBED TO AVOID PLATE EXPANSION AND CRACKING
<br />SHOWN,
<br />AND BEAMS
<br />ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID
<br />OF CONCRETE.
<br />SE-1 AWNINGS SHALL BE DESIGNED BY THE FABRICATORS
<br />G-1 IF SPECIFIC INFORMATION IS MISSING OR IF THERE ARE
<br />SLUMP:
<br />SEGREGATION OF CONCRETE DURING PLACEMENT.
<br />5-11 WELDED CONNECTIONS SHALL DEVELOP THE FULL
<br />SPECIALITY ENGINEER AND SHALL INCLUDE FRAME,
<br />ANY DISCREPANCIES BETWEEN THE STRUCTURAL
<br />FOOTINGS 411 +/- 1"
<br />SHEAR AND/OR MOMENT CAPACITY OF THE MEMBERS
<br />COVERING, AND CONNECTIONS. SHOP DRAWINGS SHALL
<br />DRAWINGS, ARCHITECTURAL DRAWINGS, STRUCTURAL
<br />COLUMNS 411 +/- 1"
<br />RC-26 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE
<br />CONNECTED. AS PER AISG
<br />BE SUBMITTED FOR REVIEW AND MUST BE SIGNED AND
<br />DETAILS, STRUCTURAL NOTES, THE PROJECT
<br />SLABS 411 +/- 1"
<br />SHALL CONFORM TO ACI 318, SECTION 63.
<br />SEALED BY A STRUCTURAL ENGINEER REGISTERED IN
<br />SPECIFICATIONS, OR APPLICABLE CODES THE
<br />TIE BMS 8 TIE COLS 411 +/- 1"
<br />THE SAME STATE AS THE PROJECT LOCATION. DESIGN
<br />CONTRACTOR SHALL USE A SIMILAR DETAIL AND/OR
<br />WATER: POTABLE
<br />RC-27 SLABS AND GRADE BEAMS SHALL NOT HAVE JOINTS
<br />5-12 ALL BOLTED STEEL CONNECTIONS ARE TO BE
<br />LOADINGS) SHALL CONFORM TO ALL REQUIREMENTS
<br />THE MORE COSTLY ITEM OF CONFLICT. THE CONFLICTS
<br />CHLORIDE: NONE
<br />IN A HORIZONTAL PLANE. ALL REINFORCEMENT SHALL
<br />STANDARD AISG BOLTED CONNECTIONS AS PER THE
<br />OF THE BUILDING CODE (SEE GENERAL NOTES FOR
<br />SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS.
<br />RISC MANUAL AND SHALL BE CAPABLE OF
<br />APPLICABLE BUILDING CODE).
<br />ARCHITECT.
<br />RC-3 PROVIDE NORMAL WEIGHT AGGREGATES IN
<br />SUPPORTING MAXIMUM ALLOWABLE UNIFORM BEAM
<br />G-8 PHOTOGRAPHIC REPRODUCTIONS OF THE STRUCTURAL
<br />COMPLIANCE WITH THE REQUIREMENTS OF ASTM C33.
<br />RC-28 PROVIDE (2) #5 BARS WITH 2'-0" PROJECTION ON ALL
<br />LOADS, AS DETERMINED FROM THE TABLES OF
<br />UNIFOOM LOAD CONSTANTS OF THE AISC MANUAL. ALL
<br />FIELD VERIFY CONIDITIONS
<br />DRAWINGS FOR SHOP DRAWINGS SHALL NOT BE
<br />RC-4 FLYASH WHEN USED, SHALL BE LIMITED TO 2O% OF THE
<br />SIDES OF ALL OPENINGS OR RE-ENTRANT CORNERS IN
<br />CONCRETE
<br />BOLTS SHALL BE STRENGTH ASTM A325.
<br />PERMITTED.
<br />CEMENTITIOUS MATERIAL.
<br />MASONRY
<br />FV-1 CONTRACTOR SHALL VERIFY CONDITIONS AND
<br />G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH
<br />DIMENSIONS RELATIVE TO THE SAME. WHERE THERE
<br />THE CONTRACT DOCUMENTS AND FOR COMPLETENESS
<br />ALL PUMPED CONCRETE WITH S-1 AGGREGATE IS TO
<br />COLD FORMED STEEL (METAL STUDS)
<br />ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS
<br />AND ANSWER ALL CONTRACTOR RELATED QUESTIONS.
<br />RC -El CONTAIN A HIGH RANGE WATER REDUCING AGENT.
<br />M-1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI
<br />AND DATA PRESENTED IN THE DRAWINGS SUCH
<br />STAMP AND INITIAL ALL SHEETS PRIOR TO SUBMITTING
<br />MINIMUM SIZE OF DISCHARGE TO BE 4" I.D.
<br />"BUILDING CODE REQUIREMENTS FOR MASONRY
<br />MS-1 ALL STUDS AND/OR JOISTS AND ACCESSORIES SHALL
<br />CONDITIONS SHALL BE CALLED TO THE ARCHITECT'S
<br />SHOP DRAWINGS TO ARCHITECT FOR REVIEW.
<br />STRUCTURES" (ACl/ASCE 530) AND "SPECIFICATIONS
<br />BE OF THE TYPE, SIZE, GAUGE AND SPACING AS
<br />ATTENTION AND THE NECESSARY ADJUSTMENTS SHALL
<br />NONCOMPLIANCE WITH THIS REQUIREMENT WILL RESULT
<br />A 2" I.D. DISCHARGE MAY BE USED WITH 08
<br />FOR MASONRY STRUCTURES" (AGI/ASCE 530,1) EXCEPT
<br />SHOWN ON THE DRAWINGS OR TABLES.
<br />BE MADE PER THEIR INSTRUCTIONS.
<br />IN REJECTION OF SUBMITTAL.
<br />RG-6 AGGREGATE. USE PLASTICIZER ADMIXTURE IF
<br />AS AMENDED BELOW.
<br />NECESSARY TO INCREASE SLUMPS BEYOND THAT
<br />M-2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY
<br />M6-2 ALL STRUCTURAL MEMBERS AND CONNECTIONS SHALL
<br />FV-2 GENERAL CONTRACTOR SHALL REVIEW AND APPROVE
<br />G-11 GENERAL CONTRACTOR SHALL COORDINATE THE
<br />NOTED ABOVE.
<br />CODE AND SPECIFICATIONS FOR REFERENCE AT THE
<br />BE DESIGNED IN ACCORDANCE WITH THE AMERICAN
<br />SHOP DRAWINGS BEFORE SUBMITTING THEM TO THE
<br />STRUCTURAL DRAWINGS WITH ALL OTHER DISCIPLINES.
<br />CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4"
<br />JOBSITE.
<br />IRON AND STEEL INSTITUTE SPECIFICATIONS FOR THE
<br />ENGINEER, OTHERWISE THEY WILL BE REJECTED.
<br />WHERE THERE ARE CONFLICTS IN INFORMATION
<br />UNLESS NOTED OTHERWISE.
<br />M-3 USE TYPE I S" MORTAR WITH MINIMUM COMPRESSIVE
<br />DESIGN OF COLD FORMED STRUCTURAL STEEL
<br />PRESENTED IN THE DRAWINGS OR IF THE DRAWINGS
<br />RG-8 ALL REINFORCING STEEL SHALL BE DETAILED
<br />STRENGTH OF 18OOpsi. IN ACCORDANCE WITH ASTM
<br />MEMBERSLATEST EDITION
<br />, .
<br />FV-3 IF THERE ARE ANY DISCREPANCIES THE STRICTER
<br />ARE UNCLEAR OR INSUFFICIENT IN ANY MANNER THAT
<br />,
<br />FABRICATED AND INSTALLED IN ACCORDANCE WITH
<br />C27O
<br />M5-3 ALL FRAMING MEMBERS SHALL BE FORMED FROM
<br />SHALL GOVERN.
<br />MAY INHIBIT THE CONTRACTORS UNDERSTANDING OF
<br />THE PROJECT, SUCH CONFLICTS SHALL BE BROUGHT
<br />ACI 318-95 AND ACI DETAILING MANUAL, ACI 315 1988
<br />M_4 MASONRY UNITS SHALL CONFORM TO ASTM C90,
<br />CORROSION RESISTANT STEEL, CORRESPONDING TO
<br />THE REQUIREMENTS OF ASTM A-446 WITH A MINIMUM
<br />TO THE ARCHITECT/ENGINEER'S ATTENTION PRIOR TO
<br />EDITION.
<br />GRADE N WITH A MINIMUM COMPRESSIVE STRENGTH OF
<br />YIELD STRENGTH OF 40 ksi FOR SJ AND CJ STYLE
<br />SHORING
<br />BIDDING AND THE NECESSARY ADJUSTMENTS SHALL
<br />RC-9 REINFORCING STEEL SHALL BE NEW DEFORMED BARS
<br />19OOpsi ON NET SECTION TO PROVIDE NET AREA
<br />STUDS AND 33 ksi FOR GR RUNNERS. (U.S.G. OR
<br />BE MADE PER THEIR INSTRUCTIONS.
<br />THAT ARE FREE FROM RUST, SCALE AND OIL AND
<br />COMPRESSIVE STRENGTH OF MASONRY (F'm) OF
<br />EQUIVALENT).
<br />CONTRACTOR SHALL RETAIN SPECIALTY ENGINEER TO
<br />CONFORM TO ASTM A615, GRADE 6O, WITH MINIMUM
<br />15OOpsi., LAID IN RUNNING BOND.
<br />M5-4 FASTENING OF COMPONENTS SHALL BE WITH SELF
<br />DESIGN ROOF SHORING THRU OUT THE ENTIRE
<br />G-12 ONLY WRITTEN CHANGES APPROVED BY THE
<br />YIELD STRENGTH = 60,OOOpsi. WHERE WELDING
<br />DRILLING SCREWS OF SUFFICIENT, NUMBER AND
<br />BUILDING AS NEEDED. MUST SUBMIT SHORING PLAN
<br />ARCHITECT AND ENGINEER SHALL BE PERMITTED.
<br />REQUIRED ASTM 41O6, GRADE 60
<br />M-5 REINFORCING STEEL SHALL BE NEW DEFORMED BARS
<br />SPACING TO DEVELOP THE FULL DESIGN CAPACITY
<br />FOR APPROVAL.
<br />RC-10 ALL SLABS ON GRADE SHALL BE REINFORCED WITH
<br />THAT ARE FREE FROM RUST, SCALE AND OIL AND
<br />OF THE CONNECTED MEMBERS IN ACCORDANCE WITH
<br />WELDED WIRE FABRIC AS SHOWN IN THE DRAWINGS.
<br />CONFORM TO ASTM A615, GRADE 60. WITH MINIMUN
<br />THE MANUFACTURER'S RECOMMENDATIONS. WIRE TYING
<br />SHALLOW FOUNDATIONS
<br />YIELD 6TRENGTH=60,000 psi. WHERE WELDING
<br />OF COMPONENTS SHALL NOT BE PERMITTED.
<br />RC-11 WELDED WIRE FABRIC SHALL CONFORM TO ASTM
<br />REQUIRED ASTM A-1O6, GRADE 60. PROVIDE THE
<br />5F-1 FOLLOW RECOMMENDATION WITH STRICT ACCORDANCE
<br />A-165,
<br />FOLLOWING LAP SPLICES FOR REINFORCING.
<br />MS-5 PROVIDE HORIZONTAL STRAP BRIDGING 1j"4O GAUGE
<br />AS OUTLINED IN THE GEOTECHNICAL REPORT FROM
<br />RG-12 LAP CONT. BOTTOM STEEL OVER SUPPORT AND CONT.
<br />BAR SIZE: SPLICE SIZE:
<br />AT 48" O.G., SUPPLEMENTED BY SOLID BRIDGING AT
<br />ARDAMAN 4 ASSOCIATES PROJECT No,
<br />TOP STEEL AT MID SPAN UNLESS OTHERWISE
<br />414 2411
<br />8'-0" O.C. MINIMUM AND AS RECOMMENDED BY THE
<br />DATED
<br />SPECIFIED. MIN. LENGTH OF LAPPED SPLICES SHALL
<br />05 3011
<br />MANUFACTURER.
<br />BE AS FOLLOWS UNLESS NOTED. STAGGER SPLICES SO
<br />06 3(0"
<br />SF-2 SOIL TO BE STRIPPED, COMPACTED AND TESTED IN
<br />THAT NO TWO ADJACENT BARS ARE SPLICED IN THE
<br />MS-6 SUBMIT PRE-ENGINEERED METAL STUD TRUSSES
<br />ACCORDANCE WITH THE RECOMMENDATIONS OF THE
<br />SAME LOCATION UNLESS SHOWN OTHERWISE. WELDED
<br />M-6 CMU CELLS INDICATED IN PLAN OR NOTES AS FILLED
<br />DRAWINGS d CALCULATIONS SIGNED AND SEALED BY
<br />SOILS ENGINEER AND PROJECT SPECIFICATIONS.
<br />WIRE FABRIC SHALL BE LAPPED ONE FULL MESH AT
<br />CELLS SHALL BE GROUTED SOLID WITH 3000 psi
<br />AN ENGINEERED REGISTERED IN THE STATE OF
<br />THE SIDES AND ONE FULL MESH PLUS 2" AT THE ENDS.
<br />CONCRETE GROUT (8" TO 1011 SLUMP).
<br />FLORIDA.
<br />SF-3 CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE
<br />MAKE ALL BARS CONTINUOUS AROUND CORNERS OF
<br />MS-1 PRE-ENGINEERED METAL TRUSSES TOP AND BOTTOM
<br />COLUMNS OR WALLS UNLESS OTHERWISE SHOWN ON
<br />PROVIDE CORNER BARS OF EQUAL SIZE AND
<br />1" I--1 PROVIDE FILLED CELLS AS SHOWN ON PLANS. IN
<br />CHORDS SHALL BE 18 GAUGE MIN.
<br />PLANS. MAXIMUM MISPLACEMENT OR
<br />SPACING. BAR SIZE: SPLICE SIZE:
<br />ADDITION, PROVIDE FILLED CELLS WIN) 05 VERTICAL
<br />ECCENTRICITY-2". TOLERANCE FOR MISLOCATION OF
<br />03 1611
<br />AT 4'-0" O.G. AT INTERIOR WALL.
<br />COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI
<br />#4 2211
<br />OR AISC STANDARDS.
<br />2711
<br />M_8 A MINIMUM OF (3) FILLED CELLS SHALL BE LOCATED
<br />SF-4 HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE
<br />#6 3511
<br />AT CONCENTRATED LOADS ON TYPICAL WALLS.
<br />PERMITTED,
<br />RC-13 TERMINATE ALL DISCONTINUOUS TOP BARS WITH
<br />M-9 PROVIDE (3) FILLED CELLS AT ALL CORNERS AND
<br />SF-5 WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN
<br />STANDARD 90 DEGREE HOOK (PLACED VERTICALLY)
<br />ENDS OF WALLS,
<br />CONTINUOUS FOOTINGS. PROVIDE A MINIMUM
<br />UNLESS NOTED OTHERWISE.
<br />CONTINUOUS 2" x 4" KEY WAY ACROSS JOINT FOR
<br />M-10 EXPANSION BOLTS SHALL BE "HILTI KWIK BOLT II" OR
<br />EACH 12" OF DEPTH.
<br />RC-14 PROVIDE THE FOLLOWING CONCRETE COVERAGE'S
<br />APPROVED EQUAL. MINIMUM EMBED SHALL BE 5"
<br />OVER REINFORCING,
<br />FOR 3/411 DIA.,3)/211' FOR Yz11 DIA. AND 2Y" FOR %` DIA.
<br />SF-6 CONTRACTOR TO NOTIFY ARCHITECT IF SOIL
<br />B.O. FOOTINGS 4 UNFORMED EDGES- 3" CLR.
<br />CONDITIONS ARE UNCOVERED THAT PREVENT THE
<br />BEAMS 4COLUMNS (TIES)- 1 1/211 CLR.
<br />M-11 CHEMICAL ANCHORS SHALL BE "HILT! C-100" OR
<br />REQUIRED SOIL BEARING PRESSURE FROM BEING
<br />SLABS (TOP 8 BOT.-STEEL)
<br />APPROVED EQUAL. MINIMUM EMBEDMENT SHALL BE 5
<br />OBTAINED.
<br />6F-7 COORDINATE PLUMBING LINES WITH FOOTING
<br />GONG. WALLS- AS NOTED (I I/2" CLR. MIN.)
<br />FOR 3/41111 DIA., 4/4" FOR Y2" DIA,, 3y" FOR 3/s" DIA.
<br />LOCATIONS FOR INTERFACE. INDIVIDUAL FOOTINGS
<br />INTERIOR- 3/4" CLR.
<br />M-12
<br />SHOULD BE LOWERED WITH THE PRIOR APPROVAL OF
<br />EXTERIOR- 1 1/2" CLR.
<br />THREADED ANCHORS SHALL BE ASTM A36 OR A3O-1
<br />THE STRUCTURAL ENGINEER. CONTINUOUS WALL
<br />RC-15 SHOP DRAWINGS FOR PLACEMENT SHALL BE
<br />QUALITY. ALL CMU CELLS TO RECEIVE ANCHORS
<br />FOOTINGS SHOULD BE STEPPED AS DETAILED ON
<br />SUBMITTED FOR REVIEW PRIOR TO REBAR
<br />SHALL BE GROUTED SOLLD. NOTIFY ENGINEER PRIOR
<br />DRAWINGS,
<br />FABRICATION,
<br />TO SUBSITUTION OF ANY BOLTS INDICATED IN THE
<br />6F-6 EXCAVATING UNDER OR NEAR IN -PLACE
<br />RC-16 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND
<br />DRAWINGS.
<br />FOOTINGS/FOUNDATIONS WHICH DISTURBS THE
<br />SLABS INDIVIDUALLY CORE DRILLING WILL NOT BE
<br />STRUCTURAL STEEL
<br />COMPACTED SOIL BENEATH THE
<br />PERMITTED. SUBMIT LOCATION AND SIZE OF SLEEVES
<br />FOOTINGS/FOUNDATIONS WILL NOT BE PERMITTED.
<br />THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO
<br />6-1 FABRICATION AND ERECTION OF STRUCTURAL STEEL
<br />CASTING CONCRETE.
<br />SHALL CONFORM TO THE A15C "MANUAL OF
<br />SF-9 REINFORCING SHALL BE SUPPORTED ON PRECAST
<br />STRUCTURAL CONSTRUCTION" NINTH EDITION AND THE
<br />CONCRETE PADS, DOWELS FOR COLUMNS AND FILLED
<br />RC-17 NO REINFORCING BARS SHALL BE GUT TO
<br />AISG "SPECIFICATION FOR STRUCTURAL STEEL
<br />CELLS SHALL BE SECURED IN PLACE PRIOR TO
<br />ACCOMMODATE THE INSTALLATION OF ANCHORS,
<br />BUILDINGS," 1989 EDITION.
<br />POURING CONCRETE. USE TEMPLATES FOR SETTING
<br />EMBEDS OR OTHER ITEMS.
<br />COLUMN DOWELS AND ANCHOR BOLTS.
<br />S-2 STEEL DESIGNATIONS:
<br />RC-18 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS
<br />WIDE FLANGES - ASTM A992 Fy=5Ok.s.i
<br />SF-10 THE OWNER SHALL PROVIDE THE CONTRACTOR A
<br />AND ADDENDA IN CONJUNCTION WITH REVIEWED SHOP
<br />ALL OTHER HOT -ROLLED SHAPES AND PLATES
<br />COPY OF THE GEOTECHNICAL REPORT FOR THE SITE
<br />DRAWINGS FOR PLACEMENT OF REINFORCING.
<br />- ASTM A36 F 36ks.i
<br />y=
<br />PRIOR TO CONSTRUCTION, NO CONSTRUCTION MAY
<br />PIPE COLUMNS -ASTM A53, GRADE B Fy=35ks.i
<br />B EGIN UNTIL A SOILS REPORT FOR THE SITE IS
<br />RC-19 AT CHANGES IN DIRECTION OF CONCRETE WA!_LS,
<br />STRUCTURAL TUBING - ASTM 45OO, GRADE B
<br />OBTAINED FROM THE OWNER A NEW
<br />BEAMS 8 STRIP FOOTINGS, PROVIDE CORNER BARS
<br />Fy=46ks.i
<br />STRUCTURAL NOTES
<br />GEOTECHNICAL REPORT IS PERFORMED FOR THE SITE.
<br />A COPY OF THE ORIGINAL
<br />OF SAME SIZE AND QUANTITY CU.ON.) AS HORIZONTAL
<br />GEOTECHNICAL REPORT
<br />STEEL. REFER TO TYPICAL DETAIL.
<br />6-3 ALL HIGH STRENGTH BOLTS SHALL MEET THE
<br />SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER
<br />REQUIREMENTS OF THE "SPECIFICATION FOR
<br />GENERAL NOTES
<br />FOR REVIEW PRIOR TO CONSTRUCTION.
<br />RC-20 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN
<br />STRUCTURAL JOINTS USING ASTM A325 OR 4490
<br />G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO
<br />SF-11 STEPS IN WALL FOOTING SHALL NOT EXCEED A SLOPE
<br />PLACE PRIOR TO CONCRETE PLACEMENT.
<br />BOLTS."
<br />S-4 UNLESS NOTED OTHERWISE, ALL BOLTS SHALL 3/4"
<br />FABRICATION AND START OF CONSTRUCTION. REPORT
<br />OF (1) VERTICAL TO (2) HORIZONTAL.
<br />RC-21 WEDGE BOLTS SHALL BE ITW RAMSET/REDHEAD
<br />DIAMETER A-325 AND SHALL BE BEARING TYPE
<br />ANY DISCREPANCIES TO ARCHITECT OR STRUCTURAL
<br />ENGINEER PRIOR TO PROCEEDING WITH WORK.
<br />BOLTS OR APPROVED EQUIVALENT INSTALLED IN
<br />CONNECTIONS, IF A CERTAIN SITUATION IS NOT
<br />5F-12 CAUTION SHALL BE USED WHEN OPERATING
<br />ACCORDANCE WITH MANUFACTURER'S
<br />DETAILED USE A SIMIALAR DETAIL CONNECTIONS
<br />G-2 THE MASONRY WALLS ARE NOT DESIGNED
<br />VIBRATORY COMPACTION EQUIPMENT NEAR EXISTING
<br />RECOMMENDATIONS. 3/411 DIAMETER WEDGE BOLTS
<br />SHALL GENERALLY FOLLOW THE TYPES SHOWN IN AISC
<br />WITHSTAND TEMPORARY CONSTRUCTION LOADS. IT IS
<br />STRUCTURES TO AVOID THE RISK OF DAMAGING THE
<br />EXISTING STRUCTURE.
<br />SHALL BE OF LENGTH REQUIRED TO PROVIDE 3Y4" MIN.
<br />MANUAL OF STEEL CONSTRUCTION.
<br />THE CONTRACTORS RESPONSIBILITY AT ALL TIMES TO
<br />SF-13 ALL BACKFILL COMPACTION WORK ADJACENT TO
<br />EMBEDMENT, 2.0 KIPS TENSION AND 4.1 KIPS SHEAR
<br />WORKING LOADS IN 3OOOp5i CONCRETE (U.O,N.) DO
<br />S-5 USE MIN. 3/411A-325F BOLTS WITH CLASS A CONTACT
<br />MAINTAIN WALL STABILITY DURING THE CONSTRUCTION
<br />RETAINING WALLS, FOUNDATION WALLS ETC. SHALL USE
<br />NOT CUT EXISTING REINFORCING TO INSTALL.
<br />SURFACE FOR SLIP CRITICAL CONNECTIONS AS
<br />PHASE OF THIS PROJECT.
<br />G-3 IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT
<br />LIGHT DUTY HAND OPERATED TAMPERS WITHIN 3'-0"
<br />RC-22 DOWEL BAR SPLICERS SHALL BE A COMPLETE
<br />DESIGNATED ON PLANS BY A-325 S.C.
<br />EXISTING FACILITIES, STRUCTURES AND UTILITY LINES
<br />DISTANCE FROM THE WALL.
<br />ASSEMBLY, INCLUDING COUPLER, FROM ATTACHMENT
<br />5-6 ALL BOLTS CAST IN CONCRETE SHALL CONFORM TO
<br />FROM ALL DAMAGE DURING CONSTRUCTION.
<br />5F-14 AT EXTERIOR CMU FOUNDATION WALLS, WHEN THE
<br />(WHEN REQUIRED) AND THREADED BAR CAPABLE OF
<br />DEVELOPING THE BAR BEING SPLICED IN
<br />ASTM A-36 OR A-307.
<br />G-4 NO STRUCTURAL MEMBER SHALL BE GUT, NOTCHED OR
<br />HEIGHT BETWEEN TOP OF SLAB AND FINISH GRADE IS
<br />GREATER THAN 3'-0" FOR A LENGTH OF 6'-0" OR
<br />ACCORDANCE WITH ACI 318 SECTION 12.14.3.
<br />S-� ALL SHOP AND FIELD WELDING SHALL BE DONE BY
<br />OTHERWISE REDUCED IN SIZE OR STRENGTH WITHOUT
<br />MORE, CONTRACTOR SHALL PROVIDE TEMPORARY
<br />RG-23 HEADED STUD ANCHORS SHALL BE ASTM A 108,
<br />CURRENTLY CERTIFIED WELDERS IN ACCORDANCE
<br />WITH AWS DLI "STRUCTURAL WELDING CODE," LATEST
<br />PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL
<br />BRACING OF WALL UNTIL 14 DAYS MINIMUM AFTER
<br />GRADE S, 1010 THROUGH 1020 AS MANUFACTURED BY
<br />EDITION.
<br />ENGINEER.
<br />AND OTHER
<br />G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS
<br />SLAB IS INSTALLED.
<br />NELSON STUD OR APPROVED EQUIVALENT. STUD
<br />6-8 ALL WELDS ARE TO CONFORM TO AISC STANDARDS
<br />THAT ARE PART OF THE DOCUMENTS FOR
<br />REINFORCED CONCRETE
<br />WELDING SHALL CONFORM TO AWS DI.1 "STRUCTURAL
<br />AND LOAD TABLES. USE E7OXX ELECTRODES FOR
<br />ANCHORED, EMBEDDED OR SUPPORTED ITEMS WHICH
<br />WELDING CODE."
<br />ALL WELDING UNLESS NOTED OTHERWISE GRIND
<br />AFFECT THE STRUCTURAL DRAWINGS.
<br />IRG-1 ALL CONCRETE DESIGN PLACEMENT SHALL BE IN
<br />RC-24 ADHESIVE ANCHORS SHALL BE ITW RAMSET/REDHEAD
<br />SMOOTH ALL EXPOSED WELDS.
<br />STRICT ACCORDANCE WITH THE ACI "BUILDING CODE
<br />EPGON CERAMIC 6 EPDXY ANCHORING SYSTEM OR
<br />5-9 SUBMIT STRUCTURAL STEEL SHOP DRAWINGS FOR
<br />REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI
<br />APPROVED EQUIVALENT INSTALLED IN ACCORDANCE
<br />REVIEW PRIOR TO FABRICATION. CLEARLY SHOW ALL
<br />318-05.
<br />WITH MANUFACTURER'S RECOMMENDATIONS. A SCREEN
<br />PIECE MARKS, CONNECTIONS AND ERECTION
<br />TUBE MUST BE UTILIZED FOR INSTALLATION IN HOLLOW
<br />DRAWINGS. ANY SPLICES NOT SHOWN ON CONTRACT
<br />BLOCK AND BRICK MASONRY. DO NOT CUT EXISTING
<br />DRAWINGS ARE TO BE CLEARLY NOTED FOR
<br />REINFORCING TO INSTALL.
<br />APPROVAL.
<br />DEFINITIONS OF ABBREVIATIONS
<br />JST. JOIST OHGD OVERHEAD GARAGE DOOR STL. STEEL =��:•' �1iL'O�`°•.
<br />A.B. ANCHOR BOLT CONC. CONCRETE FG FINISHED GRADE JT. JOINT OPG. OPENING STRUGT,STRUCTURAL ; C -
<br />' _'
<br />ABV. ABOVE CONN. CONNECTION f'm MASONRY COMPRESSIVE STRENGTH L ANGLE OSB ORIENTED STRAND BOARD SUBST. SUBSTITUTE M
<br />ACI AMERICAN CONCRETE INSTITUTE CONT, CONTINUOUS FND. FOUNDATION MAX. MAXIMUM P.D.F. POWER DRIVEN FASTENERS SYP SOUTHERN YELLOW PINE
<br />ARCH. ARCHED OR ARCHITECT CVR. COVER FIRM FRAMING M/C MOISTURE CONTENT P.E.M.T. PRE-ENGINEERED METAL TRUSSES T.45. TOP AND BOTTOM '.,9 0,�,
<br />ASTM AMERICAN SOCIETY OF TESTING AND MATERIALS DIA. DIAMETER FTG. FOOTING M.G.J. MASONRY CONTROL JOINT P.E.W.T. PRE-ENGINEERED WOOD TRUSSES T.O. TOP OF •.�
<br />BLW. BELOW DTL, DETAIL GA GAUGE MFR. MANUFACTURER PL PLATE TOF TOP OF FOOTING �, ` ¢ •`
<br />BM BEAM DWG. DRAWING G.C. GENERAL CONTRACTOR MIN. MINIMUM PSF POUNDS PER SQUARE FOOT T05 TOP OF SLAB • • • • `�
<br />A. Jk I, S SLAM, P.E.
<br />MISC. MISCELLANEOUS ,
<br />B.O. BOTTOM OF EA. EACH H.G.A. HEADED CONCRETE ANCHOR PSf POUNDS PER SQUARE INCH TS TUBE STEEL
<br />BOT. BOTTOM E.J. EXPANSION JOINT HORIZ, HORIZONTAL MPH MILES PER HOUR P.T. PRESSURE TREATED TYP, TYPICAL 5121 ORpI.INA DRIVE
<br />BRG. BEARING EL. ELEVATION H.S. HEADED STUD MTL METAL QTY. QUANTITY U.O.N. UNLESS OTHERWISE NOTED CORAL. GABLES, FL. 33146
<br />C.J. CONTROL JOINT EMBED EMBEDMENT IN INCH(ES) NO. NUMBER REINF. REINFORCEMENT VERT. VERTICAL PHONE: 31a5-665-5032
<br />CLR. CLEAR EXP. EXPOSURE OR EXPANSION INT. INTERIOR NS.BFS. NEAR SIDE AND FAR SIDE REQ'D REQUIRED W/ WITH CONTACT: CARL OS CARDOSO
<br />CMU CONCRETE MASONRY UNIT FF FINISHED FLOOR J.B. JOIST BEARING N.T.S. NOT TO SCALE RMD ROOF METAL DECK W/C WATER CEMENT
<br />COL. COLUMN FFE, FINISHED FLOOR ELEVATION J.G. JOIST GIRDER O.C. ON CENTER SPF SPRUCE PINE FIR WWF WELDED WIRE FABRIC
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<br />Associates, Inc. AA26001933
<br />Architecture • Planning • Interior Design
<br />14125 N.W. 80th Ave. Suite 303
<br />Miami Lakes, Fl. 33016
<br />T. 786-235-9097
<br />F. 305•-362-4420
<br />diiinfo@dtiarchitect.com
<br />www.dtiarchitect.com
<br />I I Carlos Pizarro, R.A. I I
<br />AR - 0013079
<br />Revisions:
<br />Date Description
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<br />Job Number:
<br />12049.01
<br />File name:
<br />Issued Date:
<br />07.16.13
<br />Drawn by:
<br />MCab
<br />Checked by:
<br />C.PIZARRO
<br />SHEET NAME
<br />STRUCTURAL
<br />NOTES
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<br />rA SHEET NUMBER
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<br />S-0
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