General Notes On Structural DWG Detail for AutoCAD

General Notes On Structural DWG Detail for AutoCAD

Structural details and general notes for reference, it follows international standard.

Drawing labels, details, and other text information extracted from the CAD file:

links, links, links, links see schedule, column height lc, than, max., stirrups, stirrups, stirrups, stirrups, of or, stirrups, stirrups, stirrups, of or, stirrups, stirrups, stirrups, of or, stirrups, stirrups, stirrups, of or, stirrups, stirrups, stirrups, stirrups, stirrups, stirrups, of or, stirrups, the greater of kpa or, actual equipment loads, filing rooms, private rooms, mpa, for prestressed concrete elements, dl ll, zone, diametar, dia., splice, anchorage of, beam top bars, into walls, columns, straight, length, bars., bars, and column splice, top, beam bottom, anchorage for, bot. bars of slabs, and beams., discont. top, into footing, columns dowels, anchorage for, bars into columns, or wall, top bars into, column or wall, splice length, straight, bar dia., development, straight, remarks, sketch, straight, development, length, development, top bars, beam, class, splice, minimum development and splice lengths, tension, top bars, of concrete cast, development, length, splice length, compression, length, length, development, class, development, ldh, hook, std or, ldh, hook, length, minimmum, embedmint, length, for compression mm, for tension straight bars mm, for tension hook, mm or db, whichever in greater, development, straight, notes, the table is based on either one of the group condition listed below are met, group :for beams columns bearing shear walls, clear bar spacing db, clear cover db, min. stirrups or ties are provided, group :for slabs footings basement retaining walls, clear bar spacing, clear cover db, class splice equal to embedment length, provided that, as provided as required, as or less is spliced at the same location, reinforcing steel:, iiii, ubc building code, accessible roof, lateral loads:, seismic, inaccessible roof, offices, corridors stairs, wind, computer control, meter second exposure, joints meters apart is considered maximum. the, in walls having frequent spacing of control, meters and joint within meters of each, girders and haunches shall be placed monolithically, as part of slab unless otherwise shown in, girders or slabs supported by columns or walls, shall not be cast or erected until concrete in vertical, control joints in slab on grade shall be spaced at m., interval on both directions. the resulting panel, spacing in walls without windows should not be more than, pea gravel, ply membrane water proofing, mm thick rigid insulation, dead loads:, unit weight of concrete, live loads:, screed finish, ceiling, mechanical and electrical utilities, movable partitions gyps. or light block, viii, design drawings or specifications., support members is no longer plastic., should be approximately square., corner is desirable., thick, foundation:, general:, all connection bolts shall conform to astm, mortal to be type or in accordance with astm, compressive strength to match that of the, spacing of control joints in cmu walls to be max., construction joints and control joints:, with the aisc specs for the fabrication and erection, anchor and rods shall conform to astm, unless otherwise noted and provided with hexagonal, all steel sections shall be designated as follows:, welding electrodes shall be astm xx low hydrogen., all welds shall conform to aw

Raw text data extracted from CAD file:

\A1;Lo \A1;COLUMN LINKS @ 100 \A1;Lo \A1;COLUMN LINKS @ 100 \A1;Lo \A1;L0 \A1;50 \A1;0.5 \A1;L0 \A1;LINKS \A1;COLUMN LINKS @100 \A1;COLUMN LINKS @100 \A1;COLUMN LINKS SEE SCHEDULE \A1;CLEAR COLUMN HEIGHT Lc \A1;L \A1;h2 \A1;h1 \A1;L \A1;h \A1;S<d/2 \A1;50 \A1;2h \A1;S< \A1;L \A1;50 \A1;LAP \A1;GREATER THAN 100 \A1;Lo \A1;Lo \A1;100 MAX. \A1;100 MAX. \A1;SPAN STIRRUPS \A1;END STIRRUPS \A1;50 \A1;25 \A1;LAP \A1;SPAN L4 \A1;1.5*L4 \A1;LAP \A1;50 \A1;END STIRRUPS \A1;<0.25L3 \A1;LAP \A1;>0.15L3 \A1;SPAN STIRRUPS \A1;>0.15L3 \A1;LAP \A1;25 \A1;50 \A1;END STIRRUPS \A1;<0.25L3 \A1;LAP \A1;SPAN L3 \A1;MAX. OF 0.3 (L2 OR L3) \A1;LAP \A1;0.15L2 \A1;h \A1;END STIRRUPS \A1;<0.25L2 \A1;50 \A1;SPAN STIRRUPS \A1;SPAN L1 \A1;LAP \A1;50 \A1;END STIRRUPS \A1;<0.25L1 \A1;<0.25L1 \A1;MAX. OF 0.3 (L1 OR L2) \A1;MAX. OF 0.3 (L1 OR L2) \A1;LAP \A1;LAP \A1;50 \A1;END STIRRUPS \A1;<0.25L1 \A1;END STIRRUPS \A1;<0.25L2 \A1;50 \A1;SPAN L2 \A1;SPAN STIRRUPS \A1;>0.1L1 \A1;25 \A1;LAP \A1;>0.15L2 \A1;>0.15L1 \A1;>0.15L2 \A1;25 \A1;LAP \A1;25 \A1;LAP \A1;25 \A1;LAP \A1;SPAN L3 \A1;MAX. OF 0.3 (L2 OR L3) \A1;LAP \A1;0.15L2 \A1;h \A1;END STIRRUPS \A1;<0.25L2 \A1;50 \A1;SPAN STIRRUPS \A1;SPAN L1 \A1;LAP \A1;50 \A1;END STIRRUPS \A1;<0.25L1 \A1;<0.25L1 \A1;MAX. OF 0.3 (L1 OR L2) \A1;MAX. OF 0.3 (L1 OR L2) \A1;LAP \A1;LAP \A1;50 \A1;END STIRRUPS \A1;<0.25L1 \A1;END STIRRUPS \A1;<0.25L2 \A1;50 \A1;SPAN L2 \A1;SPAN STIRRUPS \A1;<0.3L1 \A1;<0.3L1 \A1;LAP \A1;LAP \A1;25 \A1;25 \A1;<0.25L1 \A1;LAP \A1;LAP \A1;LAP \A1;>0.1L1 \A1;25 \A1;LAP \A1;>0.15L2 \A1;>0.15L1 \A1;>0.15L2 \A1;25 \A1;LAP \A1;25 \A1;LAP \A1;25 \A1;LAP \A1;LAP \A1;25 \A1;LAP \A1;MAX. OF \A1;LAP \A1;25 \A1;MAX. OF \A1;LAP \A1;25 \A1;LAP \A1;50 \A1;END STIRRUPS \A1;<0.25L3 \A1;LAP \A1;>0.15L3 \A1;SPAN STIRRUPS \A1;>0.15L3 \A1;LAP \A1;25 \A1;50 \A1;END STIRRUPS \A1;<0.25L3 \A1;LAP \A1;2 \A1;40xD \A1;40xD \A1;5.5 \A1;4 \A1;1.5 \A1;3 \A1;SPAN L2 \A1;MAX. OF 1.5L1 OR 0.3L2 < 100d \A1;0.2L1<45d \A1;25 \A1;SPAN L1 \A1;SPAN STIRRUPS \A1;END STIRRUPS \A1;50 \A1;25 \A1;LAP \A1;SPAN L4 \A1;1.5*L4 THE GREATER OF 5.00 KPA or ACTUAL EQUIPMENT LOADS 7.00 KN/m2 2.00 KN/m2 FILING ROOMS PRIVATE ROOMS fc'= 35 MPa FOR PRE-CAST AND/OR PRESTRESSED CONCRETE ELEMENTS ° U=1.10 (0.9 DL ± 1.0 E) U=1.4 DL + 1.7 LL U=1.20 DL + f1 LL + 1.3 W ZONE ( 0 ) (UBC-1997) 1612 . 3 . 1 (UBC-1997) 1612 . 2 & 1909 . 2 DIAMETAR Dia. SPLICE ANCHORAGE OF BEAM TOP BARS INTO WALLS & COLUMNS -FOR STRAIGHT LENGTH BARS. BARS -WALL AND COLUMN SPLICE -SLAB (t<300) TOP -SLAB & BEAM BOTTOM -END ANCHORAGE FOR BOT. BARS OF SLABS AND BEAMS. -BEAM DISCONT. TOP INTO FOOTING COLUMNS DOWELS -END ANCHORAGE FOR BARS INTO COLUMNS OR WALL -SLAB TOP BARS INTO COLUMN OR WALL ° SPLICE LENGTH STRAIGHT BAR Dia. BAR Dia. 30Db 78Db 60Db 46Db >20mm DEVELOPMENT STRAIGHT REMARKS SKETCH STRAIGHT DEVELOPMENT <19mm 38Db Ld LENGTH DEVELOPMENT TOP BARS -FOR BEAM CLASS B SPLICE MINIMUM DEVELOPMENT AND SPLICE LENGTHS TENSION TOP BARS (MIN. OF 300mm CONCRETE CAST BELOW) DEVELOPMENT 50Db LENGTH (CLASS B)** SPLICE LENGTH 65Db COMPRESSION LENGTH 30Db LENGTH 20Db 20Db DEVELOPMENT CLASS B 60Db 50Db (CLASS B)** 20Db DEVELOPMENT Ldh 180 HOOK STD 90 OR Ldh 20Db HOOK LENGTH MINIMMUM EMBEDMINT LENGTH FOR COMPRESSION = 200 mm FOR TENSION STRAIGHT BARS = 300 mm FOR TENSION HOOK = 150 mm OR 8 Db WHICHEVER IN GREATER DEVELOPMENT STRAIGHT NOTES :- * THE TABLE IS BASED ON EITHER ONE OF THE GROUP CONDITION LISTED BELOW ARE MET :- GROUP (I) :FOR BEAMS , COLUMNS , BEARING & SHEAR WALLS - CLEAR BAR SPACING < Db - CLEAR COVER < Db - MIN. STIRRUPS OR TIES ARE PROVIDED GROUP (II) :FOR SLABS , FOOTINGS , BASEMENT & RETAINING WALLS - CLEAR BAR SPACING < 2Db - CLEAR COVER < Db ** CLASS (A) SPLICE EQUAL TO EMBEDMENT LENGTH PROVIDED THAT :- - As PROVIDED > 2 As REQUIRED - 1/2 As OR LESS IS SPLICED AT THE SAME LOCATION G E N E R A L N O T E S REINFORCING STEEL: IIII UBC (UNIFORM BUILDING CODE 1997) ACCESSIBLE ROOF LATERAL LOADS: SEISMIC (E) INACCESSIBLE ROOF OFFICES CORRIDORS & STAIRS XI WIND (W) COMPUTER & CONTROL 100 MIL./PH ( 44 METER / SECOND ), EXPOSURE (B) 5.00 KN/m2 2.00 KN/m2 1.00 KN/m2 3.00 KN/m2 5.00 KN/m2 JOINTS 6.0 METERS APART IS CONSIDERED MAXIMUM. THE IN WALLS HAVING FREQUENT OPENINGS, SPACING OF CONTROL 7.50 METERS AND A JOINT WITHIN 3.00 METERS OF EACH BEAMS, GIRDERS AND HAUNCHES SHALL BE PLACED MONOLITHICALLY AS PART OF A SLAB SYSTEM, UNLESS OTHERWISE SHOWN IN BEAMS, GIRDERS OR SLABS SUPPORTED BY COLUMNS OR WALLS SHALL NOT BE CAST OR ERECTED UNTIL CONCRETE IN VERTICAL CONTROL JOINTS IN SLAB ON GRADE SHALL BE SPACED AT 6.00 m. (MAX.) INTERVAL ON BOTH DIRECTIONS. THE RESULTING PANEL SPACING IN WALLS WITHOUT WINDOWS SHOULD NOT BE MORE THAN PEA GRAVEL 3 PLY MEMBRANE WATER PROOFING 50 MM THICK RIGID INSULATION DEAD LOADS: UNIT WEIGHT OF CONCRETE LIVE LOADS: SCREED + FINISH CEILING MECHANICAL AND ELECTRICAL UTILITIES MOVABLE PARTITIONS ( GYPS. OR LIGHT BLOCK ) IX VIII DESIGN DRAWINGS OR SPECIFICATIONS. SUPPORT MEMBERS IS NO LONGER PLASTIC. SHOULD BE APPROXIMATELY SQUARE. CORNER IS DESIRABLE. 0.95 KN/m2 0.15 KN/m2 0.15 KN/m2 0.20 KN/m2/CM THICK 24.00 KN/m3 0.30 KN/m2 0.20 KN/m2 2.00 KN/m2 II FOUNDATION: I GENERAL: ALL CONNECTION BOLTS SHALL CONFORM TO ASTM A 325, MORTAL TO BE TYPE "N" OR "O" IN ACCORDANCE WITH ASTM C 270. COMPRESSIVE STRENGTH TO MATCH THAT OF THE SPACING OF CONTROL JOINTS IN CMU WALLS TO BE 6.00m. MAX. CONSTRUCTION JOINTS AND CONTROL JOINTS: WITH THE AISC SPECS FOR THE DESIGN, FABRICATION AND ERECTION ANCHOR BOLTS, AND RODS SHALL CONFORM TO ASTM A 307 UNLESS OTHERWISE NOTED AND PROVIDED WITH HEXAGONAL ALL STEEL SECTIONS SHALL BE DESIGNATED AS FOLLOWS: WELDING ELECTRODES SHALL BE ASTM E 70 - XX LOW HYDROGEN. ALL WELDS SHALL CONFORM TO AWS A 5.1 AND D 1.1 ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS. ALL STEEL CONNECTION SHOWN ON THE DRAWINGS ARE SCHEMATIC ONLY. FABRICATOR SHALL DESIGN ALL STEEL CONNECTION TO PL 300 X 400 X 10 L 150 X 100 X 6 C 150 X 13 Kg/m S 380 X 75 Kg/m W 400 x 59.6 Kg/m A 36 (fy = 250 MPa) FOR HOT-ROLLED AND TO ASTM A514 (fy = 345 MPa) FOR COLD-ROLLED AND SHALL BE FABRICATED IN ACCORDANCE CHANNEL: STRUCTURAL WELDING CODE. CONFORM TO AISC SPECIFICATION. VII S SHAPE: W SHAPE: STRUCTURAL STEEL SHALL CONFORM TO ASTM MASONRY UNIT. OF STRUCTURAL STEEL FOR BUILDING. NUT AND WASHER. STRUCTURAL STEEL: (SC) TYPE BOLTS MIN.(d20mm) VI d 20 PLATE: BAR: ANGLE: CONCRETE MASONRY UNIT SHALL CONFORM TO ASTM C90. GRADE N-I CONCRETE MASONRY UNITS WITH fm = 5 MPa, MIN. ULTIMATE VERTICAL REINFORCEMENT SHALL CONFORM TO ASTM A 615, GRADE HORIZONTAL REINFORCEMENT SHALL BE 2 d4 TRUSS TYPE COMPRESSIVE STRENGTH AT 28 DAYS. 60 DEFORMED BARS (fy = 420 MPa). AT 400 OR APPROVED EQUAL. MASONRY: V CANTILEVER BEAM CB CONT CMU CLR CL CONC CIR CONN CONST CONTINUOUS CONCRETE MASONRY UNIT CLEARANCE CONNECTION CONSTRUCTION CIRCLE CONCRETE CLEAR C, COL C COLUMN AT DIAMETER ADJACENT NUMBER BLOCK BEAM BUILDING ANCHORAGE BOTTOM OF CENTERLINE XII @ C L A B B ABBREVIATIONS AND SYMBOLS: ANCH BOT.O. BLK BLDG #, NO ADJ DIA.OR d BASEMENT BSMT RB RC REQ REF RFMT RFG RCW SS RS SCHED SECT S R R ROOF BEAM REFERENCE REINFORCED CONCRETE REINFORCEMENT ROOF SLAB STRUCTURAL SLAB REINFORCED CONCRETE WALL SCHEDULE SECTION REQUIRED ROOFING RADIUS PC PL, MET OPNG MIN MISC MO MJ NTS OC MATL MAX MFTR MEMB MEZZ LEV N P O M MEZZANINE MANUFACTURER MISCELLANEOUS MASTIC JOINT NOT TO SCALE ON CENTER MASONRY OPENING P L PLATE PRECAST OPENING MINIMUM MEMBRANE METAL MATERIAL MAXIMUM LEVEL PREMOULDED EXPANSION JOINT PEJ AR ARCHITECT OR ARCHITECTURAL MILLIMETERS. ALL ELEVATIONS ARE IN METERS. UNLESS OTHERWISE SHOWN, ALL DIMENSIONS ARE IN AND GOVERN UNLESS OTHERWISE SHOWN OR SPECIFIED. BUILDING CODE 1997 & IBC 2006. DESIGN CONFORMING TO THE ACI 318M-08 AND UNIFORM ALL NOTES AND TYPICAL DETAILS APPLY TO ALL DRAWINGS CONCRETE PADS. CONCRETE WALLS, LOCATION OF CMU WALLS AND EQUIPMENT OPENINGS, SIZE AND LOCATION OF OPENINGS IN SLABS AND MECHANICAL AND PLUMBING DRAWINGS AND SPECIFICATIONS FOR INSERTS, SLEEVES, BLOCKOUTS, DOOR AND WINDOW CONTRACTOR MUST CHECK WITH ARCHITECTURAL, ELECTRICAL, ALL CONCRETE SURFACES IN DIRECT CONTACT WITH THE IN ACCORDANCE WITH THE SPECIFICATION. BACKFILLED WITH BLINDING CONCRETE. OVER EXCAVATED AREAS UNDER FOOTING MUST BE ANY VARIATIONS MUST BE REPORTED TO THE DESIGNER. CONTRACTOR IS RESPONSIBLE TO CONFIRM THESE VALUES, CONTAINED IN GEOTECHNICAL INVESTIGATION REPORT. FOUNDATION DESIGN SHALL BE BASED ON RECOMMENDATIONS ALL ENGINEERED FILL MATERIALS SHALL BE COMPACTED NECESSARY REMEDIAL MEASURE. COLUMNS AND SHEARWALLS, AND SHALL EXECUTE THE OF SOIL CAVITIES, PARTICULARLY UNDER HEAVILY LOADED CONTRACTOR SHALL UNDERGO PROBING TO LOCATE PRESENCE AS PER THE SPECIFICATION UNLESS OTHERWISE NOTED. SOIL ARE TO BE PROTECTED WITH BITUMINOUS DAMPPROOFING a) FOOTING g) HELIPAD. f) WATER TANKS. e) SLAB ON GRADE. BEAMS AND GIRDERS. c) FLOOR AND ROOF SLABS, STAIRS, b) COLUMNS AND R.C. WALLS d) CONCRETE TOPPING OR STRUCTURAL SCREED. CONCRETE: III 32 MPa fc'= STRENGTHS AT 28 DAYS SHALL BE: CONCRETE MINIMUM ULTIMATE CYLINDER COMPRESSIVE b) CATCH BASINS AND SIDEWALKS. a) BLINDING CONCRETE. SLABS ON GRADE. WALLS AND COLUMNS. 20 MPa fc'= BE NOT LESS THAN: 75mm. FORMED OR UNFORMED CONCRETE AGAINST MINIMUM CONCRETE COVER FOR REINFORCING BARS SHALL 40mm. MAX. FOOTINGS, THICKENED SLABS AND 20mm. MAX. SUSPENDED SLABS, BEAMS, GIRDERS, AGGREGATE SIZE SHALL BE AS FOLLOWS: CONTACT WITH THE GROUND. ALL OTHERS SHALL BE TYPE ( I ) CEMENT. TYPE ( I ) WITH MICROSILICA CEMENT SHALL BE USED FOR ALL CONCRETE IN GROUND. FOR HOT WEATHER CONCRETE. WITH ASTM C31 AND TESTED IN ACCORDANCE WITH ASTM C39. CONCRETE CYLINDER SHALL BE TAKEN FOR EACH DAY'S POUR AND SHALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. EXPOSED TO GROUND OR TO WEATHER. 25mm. SLABS, WAFFLE SLABS, JOISTS AND WALLS NOT OR WEATHER. AND COLUMNS NOT EXPOSED TO GROUND 40mm. TIES, STIRRUPS AND SPIRALS OF BEAMS BY PRECAST FABRICATOR TO CONFORM TO PCI STANDARD. ALL PRECAST CONNECTION AND LIFTING DEVICES SHALL BE DESIGNED 50mm. FORMED CONCRETE EXPOSED TO WEATHER. CONCRETE SHALL BE CASTED IN ACCORDANCE WITH ACI RECOMMENDATION EACH 50 CUBIC METERS OR FRACTION THEREOF, CAST IN ACCORDANCE ALL REINFORCING STEEL DOWELS, ANCHOR BOLTS AND OTHER INSERTS MAIN REINF. OF BEAMS, COLS., WALLS AND FOUNDATION. SUSPENDED SLABS, STAIRS, DEFORMED BARS ASTM A 615 GRADE 60 (fy = 460 MPa) CONCRETE FOR PRESSTRESSED SLAB ON GRADE. SPIRALS. STIRRUPS, COL. TIES AND DEFORMED BARS RELIEVED STRANDS UNCOATED SEVEN-WIRE STRESS ASTM A 416 OR BS 5896 (fy = 500 MPa) (ACI 315 LATEST EDITION). FOR DETAILING REINFORCED CONCRETE STRUCTURE CONFORMANCE WITH THE MANUAL OF STANDARD PRACTICE ALL REINFORCING BARS SHALL BE SUPPORTED IN THE MINIMUM LAP LENGTH ARE SHOWN ON THE MINIMUM THE STRUCTURAL ENGINEER. ALL BARS SHALL BE BENT COLD UNLESS PERMITTED BY WELDED WIRE FABRIC ASTM A 185 OR BS 4483 EMBEDMENT AND LAP SPLICE TABLE. ASTM A 615 GRADE 60 (fy = 460 MPa) XII LOAD COMBINATION: U=0.90 DL ± 1.3 W U=0.75 (1.4 DL + 1.7 LL + 1.7 W) U=1.10 (1.2 DL + f1 LL + 1.0 E) A :FACTORED LOAD COMBINATION: B :SERVICE LOAD COMBINATION: S=1.0 DL+1.0 LL S=1.0 DL + 0.75 LL + 0.75 E / 1.40 S=0.9 DL ± 1.0 E / 1.40 S=1.0 DL + 0.75 LL + 0.75 W S=1.0 DL + 1.0 W GRADE L J H I HOLLOW HORIZONTAL INSULATION LENGTH JOINT CAST-IN-PLACE INTERIOR INTERMEDIATE LINTEL BEAM HEIGHT GRADE BEAM GROUND INSITU L LB INTR INTER JT HOL INS HOR HT GRD GB GR G F E D FINISH GRADE LEVEL EQUIPMENT EACH FACE DRAWING FINISH FLOOR LEVEL FOUNDATION EXPANSION JOINT EXTERIOR FOOTING EXISTING EACH WAY FLOOR EQUAL ELEVATION FGL FLR FFL FDN EXT F, FTG EXP. JT. EQPT EXIST EW EQ EL DWG EF DIMENSION DISCONTINUOUS DITTO DOWN DN DIM DISC DO UGW VOL WEB UON VERT WID WWF W/O TYP W/ WP WF W V U UNDER GROUND WATER WALL FOOTING WELDED WIRE FABRIC, WIRE MESH UNLESS OTHERWISE NOTED WORKING POINT WITH WITHOUT VOLUME WEB BAR WIDTH VERTICAL TYPICAL SHT SUPT STIRR STRUC STIFF STD SWF SYMM TOW TOSS TEMP SUR T TB t SW SQ SF SIM STANDARD SLAB THICKNESS SHEAR WALL TEMPERATURE TOP OF STRUCTURAL SLAB TOP OF WALL SHEAR WALL FOOTING SYMMETRY TIE BEAM SQUARE SURFACE STIRRUPS STRUCTURAL STIFFENER SUPPORT STRIP FOOTING SHEET SIMILAR WPM WATER PROOFING MEMBRANE LABORATORIES IF THE WALL IS CONSTRUCTED BELOW GROUND WATER TABLE OR IT IS PROPABLE THAT PART OR ALL OF THE WALL TO BE SUBMERGED IN WATER DUE TO FLUCTUATION IN GROUND WATER TABLE, WATER STOP SHALL BE USED IN ALL CONSTRUCTION JOINTS. VERTICAL CONSTRUCTION JOINTS SHALL BE PROVIDED IN BASEMENT KEY SHALL BE PROVIDED IN CONCRETE AT CONSTRUCTION JOINTS AS SHOWN IN SECTION (7) IN THE DRAWING. NO.GS002. RETAINING WALLS AT SPACING NOT GREATER THAN 15.0M. VERTICAL CONSTRUCTION JOINTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE SPAN OF COLUMNS. VOLUMETRIC CHANGES OF CONCRETE SUCH AS BUT NOT LIMITED TO: USING SHRINKAGE REDUCTION ADDITIVES, SPECIAL CURING, HEAT OF HYDRATION DISSIPATION SYSTEMS........etc. CONSTRUCTION JOINTS IN RAFT SHALL BE LOCATED AT THE MIDDLE CONSTRUCTION JOINTS IN THE RAFT FOUNDATION SHALL BE PROVIDED HIGHER DISTANCE IS PERMITTED ONLY IF APPROVED BY THE ENGINEER AND PROVIDED THAT SPECIAL PRECAUTIONS ARE TAKEN TO CONTROL EVERY 30.0M MAX. EACH DIRECTION. THIRD OF THE SPAN BETWEEN COLUMNS AND WATER STOP SHALL BE USED. THE IN-FILL STRIP SHALL BE LOCATED INBETWEEN THE FOOTINGS, PREFERABLY AT THE MIDDLE THIRD OF THE SPAN. CONSTRUCTION JOINTS IN REINFORCED CONCRETE SLABS CASTED USING IN FILL STRIP OF WIDTH 1.0M WHICH SHALL BE CASTED AFTER COMPLETE HARDENING OF CONCRETE ON BOTH SIDES OF THE STRIP. MONOLITHICALLY WITH FOOTINGS SHALL BE PROVIDED EVERY 30 M MAX. BE ROUGHENED, CLEANED WETTED AND STANDING WATER REMOVED IMMEDIATELY BEFORE POURING NEW CONCRETE. AT CONSTRUCTION JOINTS, SURFACE OF HARDENED CONCRETE SHALL BEAM, CONSTRUCTION JOINT SHALL BE OFFSET BY A DISTANCE NOT LESS THAN TWO TIMES THE WIDTH OF THE INTERSECTING BEAM. CONSTRUCTION JOINTS AT FLOOR SLABS SHALL BE LOCATED AT MIDDLE THIRD OF THE SPAN OF COLUMNS. IF INTERRUPTED BY INTERSECTING BEAM, CONTRACTOR HAS TO SUBMIT CONSTRUCTION JOINTS LOCATION FOR APPROVAL. LIGHT WEIGHT COCNCRETE WITH DENSITY r= 7kn/ m3 SHALL BE USED. WHEREVER PRECAST ELEMENTS ARE USED , THEIR SIZES AND THICKNESSES ARE BASED ON IN-PLACE LOAD CONDITIONS , CONTRACTOR SHALL VERIFY THESE SIZES BASED ON OTHER LOAD CONDITIONS SUCH AS MOULDING , UP ENDING , PRECAST CONSTRUCTIN : TRANSPORTATION , LIFTING AND ERRICTION . CONTRACTOR SHALL SUBMIT DETAILED CALCULATIONS AND SHOP DRAWINGS FOR THE ENGINEER APPROVAL PRIOR TO FABRICATION CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL CONNECTION DETAILS OF PRECAST ELEMENTS TO SUPPORTING STRUCTURE PRIOR TO START OF CONSTRUCTION FOR THR ENGINEER APPROVAL . DESIGN AND CONSTRUCTION OF PRECAST ELEMENTS SHALL BE PERFORMED IN ACCORDACE WITH PROJECT SPECIFICATIONS . ALL NON STRUCTURAL PRECAST ELEMENTS SUCH AS PLANTER BOXES , PRECAST SEATING ETC. SHALL BE DESIGNED , DETAILED , FABRICATED & INSTALLED BY THE PRECAST VENDOR . ALL PRECAST CONNECTIONS AND LIFTING DEVICES SHALL BE DESIGNED BY PRECAST FABRICATOR TO CONFIRM TO PCI STANDARD , AND SHALL BE APPROVEDBY ENGINEER. X ACCESSIBLE ROOF W/ MECHANICAL AREA 3.50 KN/m2 SOIL BEARING CAPACITY SHOULD BE NOT LESS THAN ( 0.80 Kg / cm2 ) AND FOR THE SITES LOCATED IN SEISMIC ZONE ( 2A , 2B , 1 ) & HAVING THE CONTRACTOR SHALL CONFIRM THIS VALUE WITH SOIL BORINGS. C.S COLUMN STRIP M.S MIDDLE STRIP - - - - - - - - - - - - - - - - - - - - - - - - - - IF THERE ANY DIFFERENCE FROM THIS VALUE ,MAKE REDSIGN FOR FOUNDATION . THE CONTRACTOR SHALL MAKE REDESIGN FOR THE STRUCTURE AND FOUNDATION CAUSE THIS STRUCTURE DESIGN FOR ZONE ( 0 ) ONLY . - - - - - - - - - - - - - - - - - - - - - - - - - - - - OPERATING ROOMS 5.00 KN/m2 RADIOLOGY ROOMS 8.00 KN/m2 UNMOVABLE PARTITIONS ( MASONERY BLOCK WORK ) 3.50 KN/m2 PASSING THROUGH COLUMN DETAIL OF BEAM REINFORCEMENT COLUMN ON THE OUTER FACES BEAM REINFORCEMENT L 50 x DIA OF BAR TYPICAL SPLICE LOCATION FOR COLUMNS IN SEISMIC ZONES THE FACE OF JOINT DISTANCE OF TWICE THE MEMBER DEPTH FROM LAP SPLICES SHOULD NOT BE USED WITH IN A NOTE:- FLOOR LEVEL COLUMN ENDS IN SEISMIC ZONES CONFINEMENT REQUIREMENT AT h2 h1 L \A1;0 FLOOR LEVEL h TYPICAL TRANSVERSE REINFORCEMENT DETAILS FOR FOR FLEXURAL MEMBERS IN SEISMIC ZONE h- DEAPTH OF SECTION d- EFFECTIVE DEPTH OF SECTION S<d/2 50 2h S< 300 MM 24 x d OF LINK STIRRUPS WITH SEISMIC HOOKS 8 x d OF SMALLEST LONGITUDINAL BAR d/4 COLUMN COLUMN BARS 50 COLUMN BARS h1/4 \A1;0 h2/4 100 MM S< 50 FLOOR LEVEL \A1;L > 1/6 (CLEAR SPAN) I \A1;0 450MM LARGER OF h1 OR h2 L \A1;0 0.5 OF Ld ADJACENT LAP BARS SHALL BE STAGGERED 50 50 x DIA OF BAR REINFORCEMENT LAP GREATER THAN 100 Lo 10 1 Lo 100 MAX. 100 MAX. 2 ADDITIONAL LINKS @ 100 Lo - A COLUMN LINKS @ 100 ASYMMETRICAL COLUMN JUNCTION Lo COLUMN LINKS @ 100 C - SYMMETRICAL COLUMN JUNCTION B - COLUMN JUNCTION TYPICAL COLUMN DETAILS WHERE COLUMN STOPS AT FLOOR LEVEL COLUMN & BEAM JUNCTION DETAIL D CJ LAP LAP Lo L0 50 END OF SPLICE BAR ADDITIONAL LINK AT 5 L0 JOINT LINKS @ 200 ADDITIONAL LINK AT END OF SPLICE BAR LAPS TO BE STAGGERED JOINT LINKS @ 200 2) 0.2Lc 3) 500mm Lo = LARGEST OF 1) h NOTE: LINKS JOINT COLUMN LINKS @100 JOINT LINKS COLUMN LINKS @100 COLUMN LINKS SEE SCHEDULE CLEAR COLUMN HEIGHT Lc COLUMN PLAN DIMENSION WHERE h IS THE LARGER 5 3 T20 2L T10-150 2L T10-150 ELEVATION (TYP. OPENING DETAIL THROUGH BEAM) 40xD D 40xD 3 T20 <> 5 3 T20 5 3 T20 SECTION-D 5 3 T20 3 T20 D 3 T20 3 T20 CANTILEVER SLAB TYPICAL SOLID SLAB REINFORCEMENT DETAILS SPAN L2 MAX. OF 1.5L1 OR 0.3L2 < 100d CONTINUOUS SLAB MIN. 50 % OF T1 OR SCHEDULES SHOWN ON FLOOR PLANS REINFORCEMENT AS 0.2L1<45d 25 SPAN L1 REINFORCEMENT AS SHOWN ON FLOOR PLANS MIN. 50 % OF B1 OR SCHEDULES ON FLOOR PLANS OR SCHEDULES TOP REINFT. AS SHOWN SPAN L1 T1 LAP 25 B1 T2 BOTTOM REINFT. AS SHOWN ON FLOOR PLANS SHOWN ON FLOOR PLANS LAP OR SCHEDULES FABRIC OR BAR OR SCHEDULES REINFORCEMENT AS 0.3(L1 OR L2)<50d MAX. OF T1 LAP 25 T2 SHOWN ON FLOOR PLANS NOTE: IS OF DIFFERENT AREAS THEN BOTTOM LAPPING BARS WHERE BOTTOM REINFORCEMENT IN ADJACENT SPANS AT LEAST 50% OF THE LARGER AREA. SHOULD BE AT THE SAME SPACING AS THE LARGER AREA OF REINFORCEMENT & PROVIDE OR SCHEDULES ON FLOOR PLANS BOTTOM REINFT. AS SHOWN SPAN L2 B2 OR SCHEDULES FABRIC OR BAR REINFORCEMENT AS 0.3 (L1 OR L2)<50d FLOOR PLANS OR SCHEDULES TOP REINFT. AS SHOWN ON MAX. OF LAP 25 B2 SHOWN ON FLOOR PLANS REINFORCEMENT AS B1 FABRIC OR BAR OR SCHEDULES SCALE - NTS ELEVATION - A LAP 50 END STIRRUPS\X<0.25L3 LAP >0.15L3 SPAN STIRRUPS >0.15L3 LAP 25 50 A END STIRRUPS\X<0.25L3 LAP D B SPAN L3 MAX. OF 0.3\X(L2 OR L3) LAP 0.15L2 h C END STIRRUPS\X<0.25L2 50 SPAN STIRRUPS SPAN L1 LAP 50 C A GREATER OF END STIRRUPS\X<0.25L1 <0.25L1 MAX. OF 0.3\X(L1 OR L2) MAX. OF 0.3\X(L1 OR L2) LAP LAP 50 END STIRRUPS\X<0.25L1 END STIRRUPS\X<0.25L2 A 50 D C D SPAN L2 SPAN STIRRUPS B < MAIN BAR DIA. SPACERS 25d MIN. <0.3L1 <0.3L1 LAP LAP 25 A B 25 C <0.25L1 LAP LAP LAP C A NOTES: 1. FOR DETAILS OF BARS MARKED THUS A SEE BEAM SCHEDULES. ALTERNATIVE END DETAILS SCALE - NTS >0.1L1 25 LAP >0.15L2 >0.15L1 >0.15L2 25 LAP 25 LAP 25 LAP C A B SPAN STIRRUPS END STIRRUPS 50 25 LAP SPAN L4 TYPICAL BEAM DETAILS 1.5*L4 SCALE - NTS ELEVATION - A LAP 50 END STIRRUPS\X<0.25L3 LAP >0.15L3 SPAN STIRRUPS >0.15L3 LAP 25 50 A END STIRRUPS\X<0.25L3 LAP D B SPAN L3 MAX. OF 0.3\X(L2 OR L3) LAP 0.15L2 h C END STIRRUPS\X<0.25L2 50 SPAN STIRRUPS SPAN L1 LAP 50 C A GREATER OF END STIRRUPS\X<0.25L1 <0.25L1 MAX. OF 0.3\X(L1 OR L2) MAX. OF 0.3\X(L1 OR L2) LAP LAP 50 END STIRRUPS\X<0.25L1 END STIRRUPS\X<0.25L2 A 50 D C D SPAN L2 SPAN STIRRUPS B < MAIN BAR DIA. SPACERS 25d MIN. B NOTES: 1. FOR DETAILS OF BARS MARKED THUS A SEE BEAM SCHEDULES. >0.1L1 25 LAP >0.15L2 >0.15L1 >0.15L2 25 LAP 25 LAP 25 LAP C A B SPAN STIRRUPS END STIRRUPS 50 25 LAP SPAN L4 TYPICAL FOUNDATION BEAM DETAILS 1.5*L4 Well compacted soil to degree not less tham 95% of Max. dry density as modified proctor test Well compacted soil to degree not less tham 95% of Max. dry density as modified proctor test Well compacted soil to degree not less tham 95% of Max. dry density as modified proctor test SCALE - NTS ELEVATION - A

Language	English
Drawing Type	Detail
Category	Construction Details & Systems
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File Type	dwg
Materials	Concrete, Masonry, Moulding, Plastic, Steel, Other
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Building Features	Deck / Patio
Tags	autocad, béton armé, concrete, DETAIL, details, DWG, formwork, general, international, notes, reference, reinforced concrete, schalung, stahlbeton, standard, structural, structural plans