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<br />MA50NR"IIr'
<br />M1 MASONRY CONSTRUCTION MATERIALS AND INSPECTIONS SHALL M16 TYPICAL MASONRY DETAILS:
<br />CONFORM TO THE LATEST EDITION OF THE ACI SUiLDiNG CODE
<br />REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES (ACI 530-11,
<br />ASCE 5-11, TMS 402 -11), SPECIFICATIONS FOR MASONRY STRUCTURES
<br />(ACi 530.1-11, ASCE 6-i1, TMS 602-11) ASTM C416-02, ASTM C1019-09
<br />AND NCMA TEK 101.
<br />M2 CONCRETE 5LOCKS SHALL CONFORM TO ASTM C-90. (f'm = 1500 PSI)
<br />(1900 PSi ON THE NET AREA).
<br />M3 MORTAR SHALL COMPLY WiTH ASTM C210, TYPE 'M' FOR RETAINING
<br />WALLS AND WALLS BELOW GRADE, TYPE 'S' FOR TYPICAL WALLS.
<br />(COMPRESSIVE STRENGTH = 2500 PSI AND 1800 PSI, RESPECTIVELY.
<br />SITE TESTED MORTAR CUBES SHALL ACHIEVE A MiNIMUM OF 50% OF
<br />THE DESIGN COMPRESSIVE STRENGTH)
<br />M4 BLOCK SHALL NOT SE MOISTENED BEFORE GROUTING.
<br />M5 ALL MASONRY CROSS WEBS SHALL 5E FULLY BEDDED iN MORTAR
<br />AROUND CELLS TO RE GROUTED.
<br />M6 REINFORCE WALLS WITH LADDER TYPE (ASTM A-153, 09 GAGE WiRE)
<br />DEFORMED REINFORCEMENT EQUAL TO DUR-O-WAL iN BED JOINTS AT 16"
<br />OC UNO, MEASURED VERTICALLY. PLACE PER MFR'S INSTRUCTIONS.
<br />LAP ALL HORIZONTAL JOINT REINFORCING 6" MIN.
<br />M1 VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 1/211 TO
<br />INSIDE FACE. VERTICAL REINFORCEMENT iN WALLS SHALL 5E SECURED
<br />AND LATERALLY SUPPORTED AGAINST DISPLACEMENT AT INTERVALS
<br />NOT EXCEEDING 192 x (BAR DIAMETER) OR 10 FT (WHICHEVER IS LESS)
<br />WHENEVER A CLEANOUT iS REQUIRED. SEE GROUTING DETAIL NOTE FOR
<br />CLEANOUT REQUIREMENTS.
<br />MS GROUT PLACEMENT STOPPED FOR (1) HOUR OR MORE SHOULD BE
<br />STOPPED 1 1/2" BELOW THE TOP OF THE MASONRY UNIT TO PROVIDE A
<br />KEY FOR SUBSEQUENT GROUTING.
<br />M13 TYPICAL VERTICAL REINFORCING SIZE AND SPACING SHALL BE A50VE
<br />AND BELOW ALL WALL OPENINGS.
<br />M10 TEMPORARY BRACING AND SHORING OF WALLS TO PROVIDE STABILITY
<br />DURING CONSTRUCTION SHALL 5E THE RESPONSIBILITY OF THE
<br />CONTRACTOR
<br />M11 REINFORCE MASONRY OPENINGS LESS THAN 2'-0" WiDE, WiTH HORiZ
<br />JOINT REINF PLACED iN (2) HORiZ JOINTS APPROXIMATELY 8" APART,
<br />IMMEDIATELY ABOVE THE GROUT FILLED LINTEL AND IMMEDIATELY
<br />BELOW THE GROUT FILLED BILL. EXTEND REINFORCING A MINIMUM OF
<br />2'-O" BEYOND JAMBS OF THE OPENING EXCEPT AT CONTROL JOINTS.
<br />M12 PROVIDE FILLED PRECAST U-LINTELS AS MANUFACTURED BY CABT-
<br />CRETE OR APPROVED EQUAL WiTH (2) *5 CONT AT ALL OPENINGS WHERE
<br />BEAMS ARE NOT SHOWN, SCHEDULED OR NOTED GREATER THAN 2'-0"
<br />WIDE. LINTELS SHALL HAVE MINIMUM UNFILLED CAPACITY OF 400 lb/LF
<br />AND BEAR NOMINAL 611 (MIN 611) EACH EN N A UT FI
<br />d STOP VERTS 2 FROM TOP OF
<br />WALL. HOOK MAY 5E REQ'D,
<br />SEE NOTE MI6
<br />VERT BAR CENTERED
<br />iN FILLED CELL
<br />DOWELS SAME AS
<br />VERT BARS
<br />HORIZ JOINT REINF ,9 16"
<br />CC:VERT SPACING
<br />STANDARD HOOK
<br />(ALTERNATE SIDES)
<br />D O GRO LLED CELL.
<br />PROVIDE PRE -CAST LINTEL MI STANDARD TABULATED LOAD
<br />TABLES AS EVIDENCE THAT THE MINIMUM CAPACITIES AS LISTED iN THE MIS JOB SiTE MIXING OF GROUT SHALL NOT BE PERMITTED. TESTING SHALL M20 MINIMUM LAP-.SPLiCES FOR REINFORCED CMU PER FIFTH EDITION
<br />SEAM SCHEDULE ARE SATISFIED. REFER TO MASONRY WALL BEAM CONFORM TO ASTM C101g. SEE TEST MOLD DETAIL BELOW. SEE (2014) FBC FOR LRFD DESIGNS.
<br />SCHEDULE FOR TYPICAL PRECAST LINTEL SPANS AND DETAILS. SCHEDULE UNDER CONCRETE NOTES FOR COMPRESSIVE STRENGTH AND
<br />M13 STOPPING AND RESUMING WORK: RACK BACK 1/2-UNIT LENGTH iN EACH SLUMP REQUIREMENTS.
<br />COURSE. DO NOT TOOTH. CLEAN EXPOSED SURFACES OF SET
<br />MASONRY. REMOVE LOOSE MASONRY UNITS AND MORTAR PRIOR TO
<br />LAYING FRESH MASONRY.
<br />1" i14 DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS.
<br />M15 DO NOT APPLY CONCENTRATED LOADS TO MASONRY WALLS FOR (1)
<br />DAYS.
<br />1"116 EXTEND ALL VERTICAL WALL REINFORCEMENT TO WiTHIN 211 OF TOP OF
<br />WALL OR BEAM UNLESS NOTED OTHERWISE. TERMINATE REINFORCING
<br />WITH STANDARD ACI 50 DEGREE HOOK iF ROOF JOISTS AND/OR
<br />TRUSSES BEAR ON TOP OF WALL AND THERE IS NO PARAPET. iF
<br />PARAPET EXISTS, HOOK iS NOT REQUIRED.
<br />M11 GROUT FOR FILLED CELLS SHALL 5E PLACED IN CONFORMANCE WITH ACI
<br />MAX HEIGHT OF GROUT LIFT = _5'-ION.
<br />CONSOLIDATE 5Y MECHANICAL VIBRATION
<br />PER ACI 530.1-11. ONE OR MORE GROUT
<br />LIFTS CONSTITUTE A GROUT POUR AND A
<br />GROUT POUR EQUALS THE HEIGHT OF
<br />BLOCK LAID UP AT ONE TIME.
<br />SEE NOTE C3 FOR GROUT PROPERTIES
<br />u- iF WALL iB LAiD UP NO GREATER THAN 5'-O" iN
<br />HEIGHT ABOVE THE FOOTING OR PREVIOUS
<br />GROUT POUR(S), A CLEAN -OUT HOLE SHALL
<br />—� NOT 5E REQUIRED. OTHERWISE, PROVIDE
<br />CLEAN -OUT HOLE WiTH MINIMUM SiZE OF 3"x311
<br />OVERHANGING MORTAR AND DEBRIS SHALL 5E
<br />REMOVED FROM INSIDE THE CELL WALLS_ SEAL
<br />PRIOR TO GROUTING SUT AFTER INSPECTION.
<br />NOTES:
<br />1. BUTTER AROUND ALL CELLS THAT ARE TO 5E FILLED
<br />WiTH GROUT TO ENSURE GROUT DOES NOT LEAK OUT.
<br />2. DO NOT GROUT UNTIL MORTAR HAS SET SUFFICIENTLY TO
<br />WITHSTAND THE PRESSURE OF THE GROUT. WAiT NOT LESS
<br />THAN 24 HOURS,
<br />3. PLACE GROUT WITHIN g0 MINUTES FROM INTRODUCING WATER
<br />iN THE MIXTURE AND PRIOR TO INITIAL SET.
<br />4. MAXIMUM WALL HEIGHT FROM TOP OF FOOTING OR PREVIOUS
<br />GROUT POURS LAID UP AT ONE TiME SHALL 5E 4'-0"
<br />5. THE MINIMUM CONTINUOUS UNOBSTRUCTED CLEAR AREA IN
<br />CELL TO RECEIVE GROUT MUST 5E NOT LESS THAN 3"x311
<br />MORTAR FiNS MUST 5E REMOVED AS 5LOCK PLACEMENT
<br />PROCEEDS. MORTAR DROPPINGS MUST 5E KEPT OUT OF
<br />CELLS WHICH ARE TO RE GROUTED.
<br />GROUTING DETAIL,
<br />Al STRUCTURAL GENERAL NOTES AND ABBREVIATIONS
<br />3/4"=1'-0"
<br />1 ■ 2 ■ 3 ■ 4
<br />GROUT TEST PRISM
<br />�V
<br />.T.
<br />I
<br />� I
<br />COVER UNITS USING
<br />ABSORPTIVE PAPER
<br />TOWELLING W/ TAPE (4) Sx8x16 CMU BLOCKS
<br />REQUIRED (FRONT BLOCK
<br />3"x3"xl 5/8" WOOD BLOCK REMOVED FOR CLARITY)
<br />DETAIL - MASONRY GROUT
<br />TEST MOLD (ASTM C-1019',
<br />N0N-00 fm051TE STEEL FLOOR DEC<
<br />NCFD1 FLOOR DECK UNITS SHALL 5E ANCHORED TO SUPPORTING MEMBERS
<br />INCLUDING PERIMETER SUPPORT 5Y WELDING AT EVERY CORRUGATION.
<br />THiS SHALL SE DONE IMMEDIATELY AFTER ALIGNMENT.
<br />NCFD2 SiDE LAP FASTENERS SHALL 5E 010 TEK SCREWS.
<br />NCFD3 WELDING WASHERS SHALL 5E USED ON ALL DECK UNITS WITH METAL
<br />THICKNESS LESS THAN 0.028 INCHES (0.1 MM). WELDING WASHERS SHALL
<br />5E A MiNiMUM THICKNESS OF 0.0598 INCHES (16 GAGE, 1.50 MM) AND
<br />HAVE A NOMINAL 3/6" (12 MM) DIAMETER HOLE. WHERE WELDING
<br />WASHERS ARE NOT USED, A MINIMUM V1515LE 5/5 INCH (15 MM) DIAMETER
<br />ARC PUDDLE WELD SHALL 5E USED, WELD METAL SHALL PENETRATE
<br />ALL LAYERS OF DECK MATERIAL AT END LAPS AND SHALL HAVE GOOD
<br />FUSION TO THE SUPPORTING MEMBERS.
<br />NCFD4 ALL DECK SHEETS SHALL HAVE ADEQUATE BEARING FASTENING TO ALL
<br />SUPPORTS SO AS NOT TO LOSE SUPPORT DURING CONSTRUCTION. DECK
<br />AREAS SUBJECT TO HEAVY OR REPEATED TRAFFIC, CONCENTRATED
<br />LOADS, IMPACT LOADS, WHEEL LOADS, etc. SHALL 5E ADEQUATELY
<br />PROTECTED BY PLANKING OR OTHER APPROVED MEANS TO AVOID
<br />OVERLOADING AND/OR DAMAGE. DAMAGED DECK (SHEETS
<br />CONTA iN iNG D i STORT i ONS OR D EFORMAT i ONS CAUSED 5Y
<br />CONSTRUCTION PRACTICES) SHALL SE REPAIRED, REPLACED, OR
<br />SHORED TO THE SATISFACTION OF THE DESIGNER 5EFORE PLACING
<br />CONCRETE. THE COST OF REPAIRING, REPLACING, OR SHORING OF
<br />DAMAGED UNITS SHALL 5E THE LIABILITY OF THE TRADE CONTRACTOR
<br />RESPONSIBLE FOR THE DAMAGE.
<br />NCFD5 PRIOR TO CONCRETE PLACEMENT, THE STEEL DECK SHALL 5E FREE OF
<br />SOIL, DEBRIS, STANDING WATER, LOOSE MILL SCALE AND ALL OTHER
<br />FOREIGN MATTER.
<br />NGFD6 NON -COMPOSITE STEEL FLOOR DECK UNITS SHALL 5E MANUFACTURED
<br />FROM STEEL CONFORMING TO ASTM DESIGNATION A611 GRADES C, D, OR
<br />E, OR A653-94 STRUCTURAL QUALITY WiTH A MINIMUM YIELD STRENGTH
<br />OF 33 KBI (230 MPa). SEE CHART BELOW FOR MINIMUM SECTION
<br />PROPERTIES REQUIRED FOR STEEL DECK. PROPERTIES SHOWN ARE
<br />REPRODUCED FROM THE VULCRAFT MANUAL.
<br />NON COMPOSITE FLOOR DECK
<br />DECK
<br />TYPE
<br />DESIGN
<br />THICK
<br />IP
<br />in¢/ft
<br />In
<br />in¢/ft
<br />SP
<br />in3/ft
<br />an
<br />in3/ft
<br />1BC22
<br />0.0295
<br />0.183
<br />0.155
<br />0.192
<br />0.186
<br />NCFD1 ALL FIELD WELDING OF DECK SHALL BE IN STRICT CONFORMANCE WiTH
<br />ANSi/AWS D1.3 STRUCTURAL WELDING CODE,
<br />NCFDS GALVANIZING SHALL CONFORM TO ASTM-A653-94, STRUCTURAL
<br />QUALITY, AND FEDERAL SPEC. QQ-S-rtrt5.
<br />■ 5 ■ 6 ■ 7
<br />CMU WALLS WITH CENTERED VERTICAL REIf1�FrORCING
<br />04
<br />S
<br />06
<br />*1
<br />#a
<br />*g
<br />#10
<br />(NOTE 1)
<br />(NOTE 2)
<br />1311
<br />2111
<br />3111
<br />211
<br />6311
<br />0111
<br />CMU WALLS WITH EACH FACE VERTICAL REINFORCING
<br />04
<br />#5
<br />#6
<br />*1
<br />08
<br />*9
<br />#10
<br />(NOTE i)
<br />(NOTE 2 )
<br />2 /75 11
<br />3111
<br />4111 11
<br />6311
<br />-12 11
<br />5111
<br />5TEEL fROCE DECK
<br />RD1 SEE ROOF FRAMING PLAN(S) FOR STEEL DECK ATTACHMENT TO
<br />STRUCTURE.
<br />RD2 STEEL ROOF DECK UNiTS SHALL 5E FABRICATED FROM STEEL
<br />CONFORMING TO SECTION A3 OF THE LATEST EDITION OF THE AMERICAN
<br />IRON AND STEEL INSTITUTE, SPECIFICATIONS FOR THE DESIGN OF COLD -
<br />FORMED STEEL STRUCTURAL MEMBERS. THE STEEL USED SHALL 5E
<br />GRADE 80.
<br />RD3 ALL FIELD WELDING OF DECK SHALL 5E iN STRICT CONFORMANCE WITH
<br />AN51/AW5 D1.3 STRUCTURAL WELDING CODE.
<br />RD4 ALL SCREWS SHALL COMPLY WITH ASTM 1513, ICC AC43, AND iCC AC118.
<br />FASTENERS SHALL BE INSTALLED PERPENDICULAR TO ELEMENT SO AS
<br />TO PROPERLY SEAT FASTENER HEAD, AND TORQUED PER
<br />MANUFACTURES SPECIFICATIONS, NOT TO EXCEED MAXIMUM
<br />RECOMMENDED TORQUE.
<br />RD5 GALVANIZING SHALL CONFORM TO ASTM-AII STRUCTURAL QUALITY
<br />AND FEDERAL SPEC.
<br />RD& SEE CHART BELOW FOR MiNiMUM SECTION PROPERTIES REQUIRED FOR
<br />STEEL DECK. PROPERTIES SHOWN ARE REPRODUCED FROM THE
<br />VULCRAFT MANUAL.
<br />PROOF DECK
<br />DECK
<br />TYPE
<br />DESIGN
<br />THICK
<br />IP
<br />in¢/ft
<br />SP
<br />in3/ft
<br />In
<br />in4/ft
<br />Sn
<br />in3/ft
<br />522
<br />0..02'B5
<br />0.155
<br />0.186
<br />0.153
<br />0.192
<br />520
<br />0.0358
<br />0.201
<br />0.234
<br />0.222
<br />0.241
<br />518
<br />0.0474
<br />0.2813
<br />0.318
<br />0.235
<br />0.32-i
<br />RD-( SEE PARTIAL PLAN BELOW FOR METAL DECK OPENING FRAMING:
<br />�—PROVIDE L3x3x1/4 L-5/8"41 PUDDLE WELDS AT
<br />AT EDGE OF OPNG EACH LOW CORRUGATION
<br />AB SHOWN
<br />NOTES:
<br />A. FOR OPENINGS WiTH A MAXIMUM DIMENSION OF 6"
<br />TO 1'-0", REINFORCE OPENING WiTH A 20ga GALV
<br />FLAT PLATE 1'-0" LARGER THAN THE OPENING.
<br />ATTACH WiTH 1" WELDS AT EACH RIB ALL AROUND.
<br />5. FOR OPENINGS WiTH A MAX DIMENSION OF 1'-0'' TO
<br />2'-11 SEE DETAIL OPTION 1 ABOVE.
<br />C. FOR OPENINGS WITH A MAX DIMENSION OF 4'-011
<br />SEE DETAIL OPTION 2 ABOVE.
<br />RDS NO ITEMS SHALL 5E HUNG DIRECTLY FROM THE ROOF DECK UNLESS
<br />INDICATED OTHERWISE iN THE DRAWINGS.
<br />RD9 PROVIDE METAL CLOSURE STRIPS AT OPEN UNCOVERED ENDS AND
<br />EDGES OF ROOF DECKING AND iN VOIDS BETWEEN DECKING AND
<br />OTHER CONSTRUCTION. WELD INTO POSITION TO PROVIDE A
<br />COMPLETE ENCLOSED DECKING INSTALLATION. PROVIDE FLEXIBLE
<br />CLOSURE STRIPS INSTEAD OF METAL CLOSURES, AT CONTRACTOR'S
<br />OPTION, WHEREVER THERR USE WiLL ENSURE COMPLETE CLOSURE.
<br />INSTALL WITH ADHESIVE IN ACCORDANCE WiTH MANUFACTURER'S
<br />NOtE5:
<br />INSTRUCTIONS. P: 407.645.3423
<br />1. 49 BARS ARE NOT ALLOWED IN 8" CMU BUT ACCEPTABLE B ° B ° M F:407.645.3790
<br />FOR 10" AND 12" CMU. MAXIMUM BAR DIAMETER SHALL NOT 1912 Boothe •suite too
<br />Longwoodd,, FFLL 32750
<br />EXCEED ONE -EIGHTH OF THE NOMINAL WALL THICKNESS, bbmstruccural.com
<br />EB5343
<br />2. 010 BARS SHALL 5E SPLICED USING MECHANICAL Bora Erbilen P.E. ns5996
<br />11 CMU. ENGINEER
<br />CONNECTORS AND SHALL ONLY BE ALLOWED iN 12RESERVESHH HIS COMMONEXPRESSLY
<br />LAW
<br />COPYRIGHT AND OTHER PROPERTY
<br />3. EPDXY COATED BARS SHALL NOT 5E USED. RIGHTS IN THESE PLANS. THIS DESIGN
<br />AND DRAWINGS ARE NOT TO BE
<br />REPRODUCED, CHANGED OR COPIED IN
<br />ANY FORM OR MANNER WHATSOEVER
<br />WITHOUT FIRST OBTAINING THE
<br />r � � �� f 0�� EXPRESSED WRITTEN PERMISSION
<br />!„/'�R lii`.7 CONSENT OF "BBM STRUCTURAL
<br />STRUCTURAL ENGINEERS ASSIGNED TO 'ANYRPARTY WITHOUT BE
<br />Orlando • Boca Raton OBTAINING SAID WRITTEN PERMISSION
<br />AAC AUTOCLAVED AERATED D5A DEFORMED 5AR ANCHOR lb, # POUND(S) R RADIUS AND CONSENT.
<br />CONCRETE DIA DIAMETER LG LONG RC REINFORCED CONCRETE
<br />A5 ANCHOR BOLT DIAG DIAGONAL LL LiVE LOAD
<br />A5V 45OVE DL DEAD LOAD LL55 LONG LEG SACK -TO -SACK REF REFERENCE SEAL
<br />A.C.I. AMERICAN CONCRETE INSTITUTE DN DOWN REINF RE REQUIRE
<br />REINFORCE(D) (iNG) \\`tttttttEttuiiii���i
<br />LLH LONG LEG HORIZONTAL REQ REQUIRE ��� E�'B
<br />ADDL ADDITIONAL DTL DETAIL LLV LONG LEG VERTICAL � �""'•���
<br />REQ D REQUIRED
<br />AFF ABOVE FiNISH FLOOR DWG DRAWING LNTL
<br />LINTEL III ROOF
<br />\� ,• L
<br />AGGR AGGREGATE DWL DOWEL LSLLONG SLOTTED RM ROOM _
<br />A.I.S.C. AMERICAN INSTITUTE OF STEEL LOG LOCATION RP RADIUS POINT 5 =
<br />CONSTRUCTION EA EACH LONG LONGITUDINAL RTN RETURN
<br />A.LB.I. AMERICAN IRON AND STEEL EE EACH END LP LOW POINT R/W REINFORCED WITH
<br />INSTITUTE EF EACH FACE LRFD LOAD 4 RESISTANCE
<br />AL ALUMINUM'
<br />EJ EXPANSION JOINT FACTOR DESIGN 5CH SCHEDULE `�i�'A•'•' �ORiDQ;.•����
<br />ENG ENGINEER SDI STEEL DECK INSTITUTE i ONALE
<br />ALT ALTERNATE EO5 EDGE OF SLAB LW LONG WAY �i�S/
<br />R ANCHOR ROD
<br />SECT SECTION
<br />EL ELEVATION MAS MASONRY �!IlHtttttttt
<br />ARCH ARCHiTECT(URAL) BF STEPPED FOOTING
<br />A5D ALLOWABLE STRESS DESIGN EQ EQUAL MATL MATERIAL BHT SHEET BORA ERBILEN, P.E. #55996
<br />ASTM AMERICAN SOCIETY OF TESTING EQ BP EQUAL SPACE(S) (ING) MAX MAXIMUM SHW SHEAR WALL
<br />MATERIALS ES EACH SiDE M5 MACHINE 501-T Sim SiMiLAR
<br />EW EACH WAY M5M METAL BUILDING MFR Florida Hospital
<br />A.W.S. AMERICAN WELDING SOCIETY EXP EXPANSION MC MASONRY COLUMN BJ SAWCUT JOINT
<br />EXT EXTERIOR SJi STEEL JOIST INSTITUTE ,
<br />5/ BOTTOM OF MCJ MASONRY CONTROL JT SL SLOPE Ze p h y rh i I I s
<br />55 50ND BEAM MCN MOMENT CONNECTION
<br />F/ FACE OF 5L55 SHORT LEG SACK -TO -SACK
<br />5LDG BUILDING ME MONOLITHIC EDGE BOG SLA5 ON GRADE
<br />FBC FLORIDA5UiLDiNG CODE BP SPACE(B)
<br />5LW BELOW MEGH MECHANICAL
<br />FD FLOOR DRAIN SPECS SPECIFICATIONS ED EXPANSION & ORTHO
<br />5M 5EAM MEZZ MEZZANINE
<br />FDN FOUNDATION 5Q SQUARE
<br />50T BOTTOM MF MONOLITHIC FOOTING
<br />5P BASE PLATE FF FINISHED FLOOR MFR MANUFACTURE(ER) SS STAINLESS STEEL RENOVATION
<br />5RDG 5RIDGiNG FiN FINISH MiN MINIMUM BSL SHORT SLOTTED
<br />5RG 5EARING FL FLOOR MiSC MISCELLANEOUS
<br />BRK BRiCK FLG FLANGE MO MASONRY OPENING STD STANDARD
<br />55 50TH SIDES FMG FRAMING M5 METAL STUD STiFFR STIFFENER
<br />FS FAR 51DE BTL STEEL
<br />5TJ BOLTED TIE JOIST MTL METAL
<br />5TWN 5ETWEEN FT FOOT MWF MONOLITHIC WALL FOOTING STR STRENGTH
<br />FTG FOOTING STRL STRUCTURAL
<br />C/C CENTER TO CENTER NIC NOT IN CONTRACT SW SHORT WAY
<br />CANT CANTILEVER ga GAUGE NS NEAR SiDE 5YMM SYMMETRICALHunton
<br />C5 CONCRETE BEAM GALV GALVANIZE(D) NTS NOT TO SCALE 5YP SOUTHERN YELLOW PiNE !►
<br />CC CONCRETE COLUMN G5 GRADE BEAM
<br />CFS COLD -FORMED STEEL GC GENERAL CONTRACTOR OA OVERALL T45 TOP AND BOTTOM
<br />CIP CAST-iN-PLACE GFC GROUT FILLED CELL(S) / COURSE CC ON CENTER T5 TIE BEAM
<br />GJ CONSTRUCTION JOINT (OR GL5 GLU-LAM 5EAM OD OUTSIDE DIAMETER TC TIE COLUMN A R C H 1 T E C T S
<br />CONTROL JOINT) GR GRADE OF OUTSIDE FACE TEMP TEMPERATURE
<br />CL CENTERLINE HG HOLLOW -CORE OH OPPOSITE HAND THK THICK
<br />CLR CLEARANCE) HDG HOT DIPPED GALVANIZED OHD OVERHEAD TOPG TOPPING
<br />CM CONSTRUCTION MANAGER OPNG OPENING TRANS TRANSVERSE DATE SUBMISSION NO.
<br />CMU CONCRETE MASONRY UNiT HK HOOK OPP OPPOSITE TYP TYPICAL 04.15.16 CONSTRUCTION C)OCUMENTS
<br />COL COLUMN HORIZ HORIZONTAL T/ TOP OF
<br />HP HiGH POINT PAF POWDER -ACTUATED
<br />GONG CONCRETE UNO UNLESS NOTED OTHERWISE
<br />CONN CONNECTION H5 HEADED STUD FASTENER(5)
<br />CONT CONTINUOUS HBS HOLLOW STRUCTURAL SECTION PB PRE -CAST 5EAM VfF VERIFY IN FIELD
<br />CONTR CONTRACTOR ID INSIDE DIAMETER PEM5 PRE-ENGINEERED METAL VERT VERTICAL
<br />COORD COORDINATE IF INSIDE FACE BUILDING WD WOOD
<br />C5K COUNTER SiNK INT INTERIOR PERP PERPENDICULAR UP WALL FOOTING
<br />CTR CENTER PG PRECAST
<br />CTRD CENTERED fF-, PL PLATE WO WINDOW OPENING (MASONRY)
<br />CY CU5iC YARD JST JOIST PL5 PLACES WP WORKING POINT
<br />JT JOINT PLF POUNDS PER LINEAR FOOT WS WATERSTOP
<br />PLYWD PLYWOOD WUF WELDED WIRE FABRIC
<br />K KIP KO KNOCK -OUT PNL PANEL W/ WiTH
<br />PBF POUNDS PER SQUARE FOOT
<br />1051 POUNDS PER SQUARE INCH STRUCTURAL GENERAL NOTES
<br />PTN PARTITION
<br />AND ABBREVIATIONS
<br />PROJ. NO. H-15021.00 SHEET
<br />DRAWN BE/RH/TC
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