Loading...
07-638-050GENER&L STRUCTURAL NOTES A. .CONTRACTOR NOTES G G. LIGHT GAUGE METAL FRAMING - (LGMF) 1. THE CONTRACT DRAWINGS REPRESENT THE DESIRED RESULT OF 1 1. AS A MINIMUM, STUDS AND /OR JOISTS AND ACCESSORIES SHALL BE OF 3 3 TYP. 3 3 TYP. CONSTRUCTION. THE METHODS OF CONSTRUCTION & THE RISKS T TYPE, SIZE. GAUGE AND SPACING SHOWN ON PLANS AND SHALL BE S S1.0 S S1.0 INVOLVED DURING CONSTRUCTION SHALL. BE- THE RESPONSIBILITY OF M MANUFACTURED BY DALE /INCQR COMPANY OR APPROVED EQUAL,. f f THE CONTRACTOR. THE CONTRACTOR . SHALL MAINTAIN THE t 2. ALL STRUCTURAL MEMBERS SHALL ©E DESIGNED IN ACCORDANCE WITH t r r STRUCTURAL INTEGRITY OF THE BUILDING AT ALL STAGES OF 2 L.G.M. STUD m L L.G.M. STUD CONSTRUCTION. ' AMERICAN IRON k STEEL INSTITUTE (AISI) SPECIFICATIONS FOR THE 0 0.145 DIA. HILTI X -DNI L 1 G Q.C. 3 3/8" DIA. HAS EPDXY �'"'� 1 16" O.C. DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS. THE LATEST P PAF w/ MIN. 1 1/2" A ANCHOR • 32" O.G., DRILL 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS k ELEVATIONS PRIOR E EDITION. E EMBED. 0 16* O.C. L L.G.M. CONT. 1 1 PDXY INTO EXIST. SLAB L L.G.M. CONT_ TO CONSTRUCTION AND SHALL REPORT ANY DISCREPANCIES TO THE 3 3. ALL FRAMING MEMBERS SHALL BE FORMED FROM CORROSION- RESISTANT R RUNNER z w w/ MIN. 3 1/2" EMBED. R RUNNER ARCHITECT /ENGINEER BEFORE COMMENCING ANY WORK. S STEEL, CORRESPONDING TO THE REQUIREMENTS OF ASTM A446 WITH A a a 3. THE CONTRACT'S PROPOSED SUBSTITUTIONS SHALL DE APPROVED BY w MINIMUM YIELD STRENGTH OF 50 K.S.I. w w THE ARCHITECT / ENGINEER PRIOR TO COMMENCING ANY PERTINENT 4 w E EXIST. CONC. WORK. S 4. LGMF SMALL HAVE THE FOLLOWING MIN. PROPERTIES: ` SUB 4. CONTRACTOR k ALL SUBCONTRACTORS SHALL COORDINATE ALL a a) 3 5 /8' -20GA. RUNNER SHALL HAVE THE FOLLOWING LAIN. SECTION • •x x,- gal DRAWINGS DURING BIDDING k SHALL REPORT ANY DISCREPANCIES. IF P PROP RTIES UNLESS NOTED OTHERWISE; ' ' DISCREPANCIES- ARE FOUND DURING CONSTRUCTION THE CONTRACTOR 0 0 212 1 2 S = SOIL 1! CONCRETE GROUT CRUSHED STONE STEEL Oft 4" VENEER EXISTING s r SHALL BE RESPONSIBLE FOR PROVIDING ALL NECESSARY MEANS A = N x - (MATERIAL. k LABOR) TO RESOLVE THE DISCREPANCIES. tx _ 0.435 IN4 Rx = 1.483 IN CONC. SLAB B. DESIGN CRITERIA b) 9" -20GA. RUNNER SHALL HAVE THE FOLLOWING MIN. SECTION TYP. -•- INT. NON-LOAD W BRI G' TYP. d TNT. NON-LOAD W BRNG. PROPERTIES UNLESS NOTED OTHERWISE: L.G.M., PARTITION WALL L.G.M. PARTITION WALL THE STRUCTURE HAS BEEN DESIGNED ACCORDING TO THE 2004 FLORIDA BUILDING CODE AND FOR SPECIFIC LOADS AS LISTED BELOW: A = 0.294 IN2 Sx = 0.465 IN3 1. ROOF LOADS a) D.L = 20 P.S.F. b) LL = 20 P.S.F. C) MECHANICAL EQUIPMENT LOADS AND LOCATIONS USED FOR DESIGN ARE AS INDICATED ON THE STRUCTURAL DRAWINGS. ACTUAL EQUIPMENT LOADS AND LOCATIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE INDICATED ON THE STRUCTURAL SHOP DRAWINGS SUBMITTED FOR APPROVAL. 2. FLOOR LOADS a) LIVE LOAD 1) SLAB ON GRADE = 100 P.S.F. 3. LATERAL. LOADS (WIND) a) BASIC WIND SPEED = 146 MPH b) WIND LOAD IMPORTANCE FACTOR tw = 1.0 C) WIND EXPOSURE - C 4) BUILDING CATEGORY - 11 -- '(ASCE 7 -02 TABLE 1 -1) e) THE APPLICABLE INTERNAL PRESSURE COEFFICIENT = +/- 0.18 f) COMPONENTS AND CLADDING WIND PRESSURE TO BE USED FOR THE" DESIGN OF, EXTERIOR COMPONENT AND CLADDING MATERIALS NOT SPECIFICALLY DESIGNED BY THE REGISTERED DESIGN PROFESSIONAL: co WALL. END ZONES - 66.0 P.S.F. WALL INTERIOR ZONES t 52.0 P.S.F. c C. FOUNDATION, FILLING AND EXCAVATION (GEOTECHNICAL REPORT) 1. SOIL BEARING CAPACITY - 6,000 P.S.F. m 2. FOR INFORMATION ON FILLING, EXCAVATION, BACKFIWNG AND SPECIAL SOIL INFORMATION SEE REPORT OF GEOTECHNICAL EXPLORATION DATED JULY 26, 2006, AS PREPARED BY WINGERTER LABORTORIES, INC. 3. ALL FOUNDATION EXCAVATIONS SHALL BE EVALUATED BY A QUALIFIED GEOTECHNICAL ENGINEER TO VERIFY BEARING ON SUITABLE MATERIAL E D. CAST IN PLACE CONCRETE 1. CONCRETE FOR FOOTINGS SHALL DEVELOP 3,000 P.S.I. COMPRESSIVE STRENGTH IN 29 DAYS. ALL OTHER CONCRETE SHALL DEVELOP 4,000 P.S.I. COMPRESSIVE STRENGTH IN 29 DAYS. 2. REINFORCING BARS SHALL BE DEFORMED AND SHALL CONFORM TO ASTM A615. Fy = 60 K.S.I. REINFORCING BARS INDICATED TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 3. SPLICES IN CONTINUOUS VERTICAL OR HORIZONTAL REINFORCING BARS Cj SHALL 'DE PER ACl 318 -02 OR (40) BAR DIAMETERS LAP SPLICE, WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE AND SHALL BE EITHER CONTINUOUS OR SPLICED WITH DOWELS AT CORNERS. 0 4. CLEARANCES BETWEEN REINFORCING BARS AND CONCRETE SURFACES 0 SHALL BE AS FOLLOWS: COVER S) a) CONCRETE CAST AGAINST AND PERMANENTLY (INCHES) EXPOSED TO EARTH •-- - - - -- - - -- - -- - -- 3 b) CONCRETE EXPOSED TO EARTH OR WEATHER: 16 THROUGH #18 BARS - -- - - - - - - - - - 2 15 BAR AND SMALLER - - - - - -- -- - -- - - '1 1/2 c) CONCRETE NOT EXPOSED TO WEATHER OR W IN CONTACT WITH 'GROUND: Uj SLABS, WALLS: If 11 DAR AND SMALLER -- - - - - 3/4 BEAMS, COLUMNS; PRIMARY REINFORCEMENT, TIES AND STIRRUPS - - - - - - - - - - - - 1 1/2 E. MASONRY 1, ALL BLOCKS SHALL BE 2 -CELL BLOCK MADE OF NORMAL WEIGHT AGGREGATE AND SHAD_ BE OF LOAD OWING TYPE WITH A COMPRESSIVE STRENGTH OF NOT LESS THAN F'm - 1500 P.S.I. AT 29 DAYS. UNITS SHALL MEET THE CURRENT SPECIFICATIONS OF ASTM C -90; .GRADE N, TYPE 1. 2. ALL MORTAR FOR UNIT MASONRY SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C270, TYPE M. 3. HORIZONTAL WIRE REINFORCING SHALL BE 6 GAUGE CONT. LADDER co TYPE UNITS COMPLYING WITH ASTM A -92 AND SPACED • a" O.G. in PLUS BOND BEAM AT TOP AND BOTTOM AND 48" O.C. VERTICAL, REINFORCED WITH (1) 15 CONTINUOUS UNLESS NOTED OTHERWISE. 4. VERTICAL REINFORCING SHALL BE (1) #5 BAR AT 48' O.C. PLUS ONE ADDITIONAL BAR AT EACH END OF WALL AND WHERE ADDITIONAL REINFORCING IS INDICATED UNLESS NOTED OTHERWISE. 5. SPLICES IN CONTINUOUS VERTICAL OR HORIZONTAL REINFORCING BARS SHALL BE PER ACI -530 OR (40) BAR DIAMETERS, WHICHEVER HAS A vvv GREATER LAP SPLICE UNLESS NOTED OTHERWISE AND SHALL BE CONTINUOUS OR SPLICED WITH DOWELS -AT CORNERS. 6. FILL CELLS OF BLOCK AT VERTICAL REINFORCING AND WHERE INDICATED WITH 3/9" MAX. LARGE: AGGREGATE CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 29 DAYS, COMPLYING WITH ASTM 0476. F. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. 2. ANCHOR BOLTS SHALL CONFORM TO ASTM A36. 3. ALL CONCRETE STUD AND CONCRETE BLOCK ANCHORS SHALL BE HILTI OR APPROVED EQUAL 4. ALL BOLTS FOR STEEL BEAM CONNECTIONS SHALL BE HIGH STRENGTH, A325 AND 3/4" IN DIAMETER. UNLESS NOTED OTHERWISE. 5. ALL HEADED STUD ANCHORS SHALL BE MANUFACTURED BY 'NELSON STUD' OR APPROVED EQUAL 6, ALL WELDS SHALL BE MADE WITH E70XX ROLES AND WELDING SHALL CONFORM TO THE LATEST AWS CODE. Ix - 1.428 IN4 Rx - 2.204 IN C) .3 5 /8" -20GA_ STUDS .lc .JOISTS SHALL HAVE THE FOLLOWING LAIN. SECTION PROPERTIES UNLESS NOTED OTHERWISE: A = 0.267 IN2 Sx r• 0.353 IN3 Ix = 0.649 tN4 Rx 1.478 IN W) 6 "- -20GA. STUDS & JOISTS SHALL HAVE THE FOLLOWING MIN. SECTION PROPERTIES UNLESS NOTED OTHERWISE: A 0.379 IN2 Sx 0.692 IN3 Ix = 2.075 IN4 Rx = 2.340 IN 5. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS. 6. AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER WHICH WILL ASSURE THAT THEIR ENDS ARE POSITIONED AGAINST THE INSIDE OF RUNNER WEB PRIOR TO FASTENING. 7: COMPONENTS SHALL BE CONNECTED WITH SELF- DRILLING SCREWS OR WELDING. SCREWS SHALL BE SUFFICIENT TO INSURE THE STRENGTH OF CONNECTIONS. WIRE TYING OF COMPONENTS SHALL NOT RE PERMITTED. WELDS SHALL BE TOUCHED WITH A ZINC -RICH PAINT. B. LIGHT GAUGE METAL FRAMING AND TRUSSES SHALL BE SIZED BY THE MANUFACTURER. SIZES ON PLANS ARE MINIMUM AND SHALT. BE VERIFIED BY THE MANUFACTURER. H. SPECIAL INSPECTIONS 1. SPECIAL INSPECTIONS SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK: a) CONCRETE AND TESTING PLACEMENT OF. b) PLACEMENT OF REINFORCEMENT IN CONCRETE AND CMU. c) GROUTING OF CMU WALL, d) BOLT INSTALLATION IN CONCRETE AND CMU. e) ALL STRUCTURAL STEEL FIELD WELDING AND .BOLTING. SECTION SCALE: 3/4" = 1' -0" 51.0 SHEATHING, STRUCT. NOTES ATTACHMENT Ix2 "x 14GA. ) SCREW HT GAUGE HORIZ. ACING 0 MIN 4' -0" OR PER STUD MFG. `,OMMENDATION SECTION 3 SCALE: 3/4" V­0" 51.0 SECTION 2 SCALE: 3/4" = 1' -0" 51.0 AB ANCHOR BOLT E.N. EDGE NAIUNG It PLATE A.F.F. ABOVE FINISHED FLOOR E.W. EACH WAY P.L.F. POUNDS PER UNEAL FOOT ANCH. ANCHOR EXIST. EXISTING P.S.F. POUNDS PER SQUARE FOOT ARCH. ARCHITECT /ARCHITECTURAL EXP. EXPANSION P.S.I. POUNDS PER SQUARE INCH B.F.E. BOTTOM OF FOOTING ELEV. EXT. EXTERIOR P.T. PRESSURE "TREATED BLDG. BUILDING FDN. FOUNDATION REINF. REINFORCED BLKG. BLSCKINC F.F.E. FINISHED FLOOR -ELEVATION REQ'D. REQUIRED BM. BEAM F.N. FINISH NWNG RET. RETAINING NOT. BOTTOM FRMG. FRAMING SCHED. SCHEDULE BRG. BEARING FTG. FOOTING SECT. SECTION B S.E BRICK /BLOCK SEAT EM. F.V. FIELD VERIFY SIN. SIMILAR CB. CONCRETE BLOCK GA. GAUGE STL. STEEL CJ CONTROL JOINT/ G.L.B. GLUELAM BEAM STIFF: STIFFENER CONSTRUCTION JOINT H.C. HOLLOWCORE STRUCT. STRUCTURAL z CENTER LINE HORtZ. HORIZONTAL S.Y.P. SOUTHERN YELLOW NNE C.M.U. CONCRETE MASONRY UNIT J.B.E. JOIST BEARING ELEVATION T.B.E. TRUSS BEARING ELEVATION COL. COLUMN JT JOINT T.F.E. TOP OF FOOTING ELEVATION CONC. .CONCRETE L.G.M.F. `LIGHT GAUGE METAL FRMG. T.L.. TOTAL LOAD CONT. CONTINUOUS LL LIVE LOAD T.S.E. TOP OF STEEL ELEVATION CT'RD. CENTER LLH LONG LEG HORIZONTAL T.W.E. TOP OF WALL ELEVATION DBL DOUBLE T..LV LONG LEG VERTICAL TYP. TYPICAL, DIA. DIAMETER MAX. MAXIMUM U.N.O. UNLESS NOTED OTHERWISE D.L. DEAD LOAD MFG. MANUFACTURER VERT. VERTICAL DWG, DRAWING(S) MIN. MINIMUM w/ WITH EA. EACH M.O. MASONRY OPENING WWF WELDED WIRE FABRIC E.F. EACH FACE MTL METAL E.J. EXPANSION JOINT O.C, ON CENTER REV. ELEVATION OPNG. OPENING LINTEL SCHEDULE INTERIOR WALL SINGLE UNIT LINTEL SCHEDULE NOMINAL MASONRY OPENING (M.O.) WIDTH MASONRY w r r , w , r f r SIZE >a TO -0 >2 -Q TO 4' -0' >4 -0 TO r -0 >600. -TO ;4' -0 a" C.M.U. a"xa' HIGH LINTEL B "x16" HIGH LINTEL 8'x16' HIGH UNTEL B "x16" HIGH UNTEL /0) #5 w /(2) #5 w /(2) #6 ="- • b U U V V V ••• V U V y • •err• Youwy w u v Y Y V U VVU•• V V V y V V y "i•• V Yes `+ V V U r V V Y Y V V U •V• • yyU i y f • • Y 4 • Y V i •• u• • u y y Y c: u y • y • r r r • • y f V y U f • Y • V • y.-G • U � U U• 4 r!• f+ U f• � C V U y V V V V • • V y �. • i • v y • • U i Y V+V.+ • iwv•• r Y'rV r y�eU y MOHAMMAD R. SERAJI P.E. 432 SIM BRaAWAY RW4D' U7f11CM. KY- 40548 PHONE (95!) 252 -11470 FAX (959) 226-»45112 E-MAIL FYRAMIDC5EMX.NET P.CS.CE. ,JQb a 06- 146.04 Seal 0. 4` t..� I hereby certify that these engineering documents were prepared by me or under my direct persenat supervision and that I am s duly licensed Prefessienal Engineer under the laws of the State of Florida. , Signisture: ` Mohammad ral1 Reg. No. 50559 Date:.,.., 1 2,, My relistratierr expires February 28, 2007 Mark S. Eggl Architect 211 East Broad Street Greenville, SC 29601 T. 864.232.9200 F. 964.232.7597 Project MUM V LL South Miami, FL Project Number 06165 Drawn By B.M.R. Checked By M.R.S. Date 01 Dec. 06 Revisions A Drawing General Structural- Notes and Details sto SHALL BE RESPONSIBLE FOR PROVIDING ALL NECESSARY MEANS A = N x - (MATERIAL. k LABOR) TO RESOLVE THE DISCREPANCIES. tx _ 0.435 IN4 Rx = 1.483 IN CONC. SLAB B. DESIGN CRITERIA b) 9" -20GA. RUNNER SHALL HAVE THE FOLLOWING MIN. SECTION TYP. -•- INT. NON-LOAD W BRI G' TYP. d TNT. NON-LOAD W BRNG. PROPERTIES UNLESS NOTED OTHERWISE: L.G.M., PARTITION WALL L.G.M. PARTITION WALL THE STRUCTURE HAS BEEN DESIGNED ACCORDING TO THE 2004 FLORIDA BUILDING CODE AND FOR SPECIFIC LOADS AS LISTED BELOW: A = 0.294 IN2 Sx = 0.465 IN3 1. ROOF LOADS a) D.L = 20 P.S.F. b) LL = 20 P.S.F. C) MECHANICAL EQUIPMENT LOADS AND LOCATIONS USED FOR DESIGN ARE AS INDICATED ON THE STRUCTURAL DRAWINGS. ACTUAL EQUIPMENT LOADS AND LOCATIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE INDICATED ON THE STRUCTURAL SHOP DRAWINGS SUBMITTED FOR APPROVAL. 2. FLOOR LOADS a) LIVE LOAD 1) SLAB ON GRADE = 100 P.S.F. 3. LATERAL. LOADS (WIND) a) BASIC WIND SPEED = 146 MPH b) WIND LOAD IMPORTANCE FACTOR tw = 1.0 C) WIND EXPOSURE - C 4) BUILDING CATEGORY - 11 -- '(ASCE 7 -02 TABLE 1 -1) e) THE APPLICABLE INTERNAL PRESSURE COEFFICIENT = +/- 0.18 f) COMPONENTS AND CLADDING WIND PRESSURE TO BE USED FOR THE" DESIGN OF, EXTERIOR COMPONENT AND CLADDING MATERIALS NOT SPECIFICALLY DESIGNED BY THE REGISTERED DESIGN PROFESSIONAL: co WALL. END ZONES - 66.0 P.S.F. WALL INTERIOR ZONES t 52.0 P.S.F. c C. FOUNDATION, FILLING AND EXCAVATION (GEOTECHNICAL REPORT) 1. SOIL BEARING CAPACITY - 6,000 P.S.F. m 2. FOR INFORMATION ON FILLING, EXCAVATION, BACKFIWNG AND SPECIAL SOIL INFORMATION SEE REPORT OF GEOTECHNICAL EXPLORATION DATED JULY 26, 2006, AS PREPARED BY WINGERTER LABORTORIES, INC. 3. ALL FOUNDATION EXCAVATIONS SHALL BE EVALUATED BY A QUALIFIED GEOTECHNICAL ENGINEER TO VERIFY BEARING ON SUITABLE MATERIAL E D. CAST IN PLACE CONCRETE 1. CONCRETE FOR FOOTINGS SHALL DEVELOP 3,000 P.S.I. COMPRESSIVE STRENGTH IN 29 DAYS. ALL OTHER CONCRETE SHALL DEVELOP 4,000 P.S.I. COMPRESSIVE STRENGTH IN 29 DAYS. 2. REINFORCING BARS SHALL BE DEFORMED AND SHALL CONFORM TO ASTM A615. Fy = 60 K.S.I. REINFORCING BARS INDICATED TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 3. SPLICES IN CONTINUOUS VERTICAL OR HORIZONTAL REINFORCING BARS Cj SHALL 'DE PER ACl 318 -02 OR (40) BAR DIAMETERS LAP SPLICE, WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE AND SHALL BE EITHER CONTINUOUS OR SPLICED WITH DOWELS AT CORNERS. 0 4. CLEARANCES BETWEEN REINFORCING BARS AND CONCRETE SURFACES 0 SHALL BE AS FOLLOWS: COVER S) a) CONCRETE CAST AGAINST AND PERMANENTLY (INCHES) EXPOSED TO EARTH •-- - - - -- - - -- - -- - -- 3 b) CONCRETE EXPOSED TO EARTH OR WEATHER: 16 THROUGH #18 BARS - -- - - - - - - - - - 2 15 BAR AND SMALLER - - - - - -- -- - -- - - '1 1/2 c) CONCRETE NOT EXPOSED TO WEATHER OR W IN CONTACT WITH 'GROUND: Uj SLABS, WALLS: If 11 DAR AND SMALLER -- - - - - 3/4 BEAMS, COLUMNS; PRIMARY REINFORCEMENT, TIES AND STIRRUPS - - - - - - - - - - - - 1 1/2 E. MASONRY 1, ALL BLOCKS SHALL BE 2 -CELL BLOCK MADE OF NORMAL WEIGHT AGGREGATE AND SHAD_ BE OF LOAD OWING TYPE WITH A COMPRESSIVE STRENGTH OF NOT LESS THAN F'm - 1500 P.S.I. AT 29 DAYS. UNITS SHALL MEET THE CURRENT SPECIFICATIONS OF ASTM C -90; .GRADE N, TYPE 1. 2. ALL MORTAR FOR UNIT MASONRY SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C270, TYPE M. 3. HORIZONTAL WIRE REINFORCING SHALL BE 6 GAUGE CONT. LADDER co TYPE UNITS COMPLYING WITH ASTM A -92 AND SPACED • a" O.G. in PLUS BOND BEAM AT TOP AND BOTTOM AND 48" O.C. VERTICAL, REINFORCED WITH (1) 15 CONTINUOUS UNLESS NOTED OTHERWISE. 4. VERTICAL REINFORCING SHALL BE (1) #5 BAR AT 48' O.C. PLUS ONE ADDITIONAL BAR AT EACH END OF WALL AND WHERE ADDITIONAL REINFORCING IS INDICATED UNLESS NOTED OTHERWISE. 5. SPLICES IN CONTINUOUS VERTICAL OR HORIZONTAL REINFORCING BARS SHALL BE PER ACI -530 OR (40) BAR DIAMETERS, WHICHEVER HAS A vvv GREATER LAP SPLICE UNLESS NOTED OTHERWISE AND SHALL BE CONTINUOUS OR SPLICED WITH DOWELS -AT CORNERS. 6. FILL CELLS OF BLOCK AT VERTICAL REINFORCING AND WHERE INDICATED WITH 3/9" MAX. LARGE: AGGREGATE CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 29 DAYS, COMPLYING WITH ASTM 0476. F. STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. 2. ANCHOR BOLTS SHALL CONFORM TO ASTM A36. 3. ALL CONCRETE STUD AND CONCRETE BLOCK ANCHORS SHALL BE HILTI OR APPROVED EQUAL 4. ALL BOLTS FOR STEEL BEAM CONNECTIONS SHALL BE HIGH STRENGTH, A325 AND 3/4" IN DIAMETER. UNLESS NOTED OTHERWISE. 5. ALL HEADED STUD ANCHORS SHALL BE MANUFACTURED BY 'NELSON STUD' OR APPROVED EQUAL 6, ALL WELDS SHALL BE MADE WITH E70XX ROLES AND WELDING SHALL CONFORM TO THE LATEST AWS CODE. Ix - 1.428 IN4 Rx - 2.204 IN C) .3 5 /8" -20GA_ STUDS .lc .JOISTS SHALL HAVE THE FOLLOWING LAIN. SECTION PROPERTIES UNLESS NOTED OTHERWISE: A = 0.267 IN2 Sx r• 0.353 IN3 Ix = 0.649 tN4 Rx 1.478 IN W) 6 "- -20GA. STUDS & JOISTS SHALL HAVE THE FOLLOWING MIN. SECTION PROPERTIES UNLESS NOTED OTHERWISE: A 0.379 IN2 Sx 0.692 IN3 Ix = 2.075 IN4 Rx = 2.340 IN 5. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS. 6. AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER WHICH WILL ASSURE THAT THEIR ENDS ARE POSITIONED AGAINST THE INSIDE OF RUNNER WEB PRIOR TO FASTENING. 7: COMPONENTS SHALL BE CONNECTED WITH SELF- DRILLING SCREWS OR WELDING. SCREWS SHALL BE SUFFICIENT TO INSURE THE STRENGTH OF CONNECTIONS. WIRE TYING OF COMPONENTS SHALL NOT RE PERMITTED. WELDS SHALL BE TOUCHED WITH A ZINC -RICH PAINT. B. LIGHT GAUGE METAL FRAMING AND TRUSSES SHALL BE SIZED BY THE MANUFACTURER. SIZES ON PLANS ARE MINIMUM AND SHALT. BE VERIFIED BY THE MANUFACTURER. H. SPECIAL INSPECTIONS 1. SPECIAL INSPECTIONS SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK: a) CONCRETE AND TESTING PLACEMENT OF. b) PLACEMENT OF REINFORCEMENT IN CONCRETE AND CMU. c) GROUTING OF CMU WALL, d) BOLT INSTALLATION IN CONCRETE AND CMU. e) ALL STRUCTURAL STEEL FIELD WELDING AND .BOLTING. SECTION SCALE: 3/4" = 1' -0" 51.0 SHEATHING, STRUCT. NOTES ATTACHMENT Ix2 "x 14GA. ) SCREW HT GAUGE HORIZ. ACING 0 MIN 4' -0" OR PER STUD MFG. `,OMMENDATION SECTION 3 SCALE: 3/4" V­0" 51.0 SECTION 2 SCALE: 3/4" = 1' -0" 51.0 AB ANCHOR BOLT E.N. EDGE NAIUNG It PLATE A.F.F. ABOVE FINISHED FLOOR E.W. EACH WAY P.L.F. POUNDS PER UNEAL FOOT ANCH. ANCHOR EXIST. EXISTING P.S.F. POUNDS PER SQUARE FOOT ARCH. ARCHITECT /ARCHITECTURAL EXP. EXPANSION P.S.I. POUNDS PER SQUARE INCH B.F.E. BOTTOM OF FOOTING ELEV. EXT. EXTERIOR P.T. PRESSURE "TREATED BLDG. BUILDING FDN. FOUNDATION REINF. REINFORCED BLKG. BLSCKINC F.F.E. FINISHED FLOOR -ELEVATION REQ'D. REQUIRED BM. BEAM F.N. FINISH NWNG RET. RETAINING NOT. BOTTOM FRMG. FRAMING SCHED. SCHEDULE BRG. BEARING FTG. FOOTING SECT. SECTION B S.E BRICK /BLOCK SEAT EM. F.V. FIELD VERIFY SIN. SIMILAR CB. CONCRETE BLOCK GA. GAUGE STL. STEEL CJ CONTROL JOINT/ G.L.B. GLUELAM BEAM STIFF: STIFFENER CONSTRUCTION JOINT H.C. HOLLOWCORE STRUCT. STRUCTURAL z CENTER LINE HORtZ. HORIZONTAL S.Y.P. SOUTHERN YELLOW NNE C.M.U. CONCRETE MASONRY UNIT J.B.E. JOIST BEARING ELEVATION T.B.E. TRUSS BEARING ELEVATION COL. COLUMN JT JOINT T.F.E. TOP OF FOOTING ELEVATION CONC. .CONCRETE L.G.M.F. `LIGHT GAUGE METAL FRMG. T.L.. TOTAL LOAD CONT. CONTINUOUS LL LIVE LOAD T.S.E. TOP OF STEEL ELEVATION CT'RD. CENTER LLH LONG LEG HORIZONTAL T.W.E. TOP OF WALL ELEVATION DBL DOUBLE T..LV LONG LEG VERTICAL TYP. TYPICAL, DIA. DIAMETER MAX. MAXIMUM U.N.O. UNLESS NOTED OTHERWISE D.L. DEAD LOAD MFG. MANUFACTURER VERT. VERTICAL DWG, DRAWING(S) MIN. MINIMUM w/ WITH EA. EACH M.O. MASONRY OPENING WWF WELDED WIRE FABRIC E.F. EACH FACE MTL METAL E.J. EXPANSION JOINT O.C, ON CENTER REV. ELEVATION OPNG. OPENING LINTEL SCHEDULE INTERIOR WALL SINGLE UNIT LINTEL SCHEDULE NOMINAL MASONRY OPENING (M.O.) WIDTH MASONRY w r r , w , r f r SIZE >a TO -0 >2 -Q TO 4' -0' >4 -0 TO r -0 >600. -TO ;4' -0 a" C.M.U. a"xa' HIGH LINTEL B "x16" HIGH LINTEL 8'x16' HIGH UNTEL B "x16" HIGH UNTEL /0) #5 w /(2) #5 w /(2) #6 ="- • b U U V V V ••• V U V y • •err• Youwy w u v Y Y V U VVU•• V V V y V V y "i•• V Yes `+ V V U r V V Y Y V V U •V• • yyU i y f • • Y 4 • Y V i •• u• • u y y Y c: u y • y • r r r • • y f V y U f • Y • V • y.-G • U � U U• 4 r!• f+ U f• � C V U y V V V V • • V y �. • i • v y • • U i Y V+V.+ • iwv•• r Y'rV r y�eU y MOHAMMAD R. SERAJI P.E. 432 SIM BRaAWAY RW4D' U7f11CM. KY- 40548 PHONE (95!) 252 -11470 FAX (959) 226-»45112 E-MAIL FYRAMIDC5EMX.NET P.CS.CE. ,JQb a 06- 146.04 Seal 0. 4` t..� I hereby certify that these engineering documents were prepared by me or under my direct persenat supervision and that I am s duly licensed Prefessienal Engineer under the laws of the State of Florida. , Signisture: ` Mohammad ral1 Reg. No. 50559 Date:.,.., 1 2,, My relistratierr expires February 28, 2007 Mark S. Eggl Architect 211 East Broad Street Greenville, SC 29601 T. 864.232.9200 F. 964.232.7597 Project MUM V LL South Miami, FL Project Number 06165 Drawn By B.M.R. Checked By M.R.S. Date 01 Dec. 06 Revisions A Drawing General Structural- Notes and Details sto LINTEL SCHEDULE INTERIOR WALL SINGLE UNIT LINTEL SCHEDULE NOMINAL MASONRY OPENING (M.O.) WIDTH MASONRY w r r , w , r f r SIZE >a TO -0 >2 -Q TO 4' -0' >4 -0 TO r -0 >600. -TO ;4' -0 a" C.M.U. a"xa' HIGH LINTEL B "x16" HIGH LINTEL 8'x16' HIGH UNTEL B "x16" HIGH UNTEL /0) #5 w /(2) #5 w /(2) #6 ="- • b U U V V V ••• V U V y • •err• Youwy w u v Y Y V U VVU•• V V V y V V y "i•• V Yes `+ V V U r V V Y Y V V U •V• • yyU i y f • • Y 4 • Y V i •• u• • u y y Y c: u y • y • r r r • • y f V y U f • Y • V • y.-G • U � U U• 4 r!• f+ U f• � C V U y V V V V • • V y �. • i • v y • • U i Y V+V.+ • iwv•• r Y'rV r y�eU y MOHAMMAD R. SERAJI P.E. 432 SIM BRaAWAY RW4D' U7f11CM. KY- 40548 PHONE (95!) 252 -11470 FAX (959) 226-»45112 E-MAIL FYRAMIDC5EMX.NET P.CS.CE. ,JQb a 06- 146.04 Seal 0. 4` t..� I hereby certify that these engineering documents were prepared by me or under my direct persenat supervision and that I am s duly licensed Prefessienal Engineer under the laws of the State of Florida. , Signisture: ` Mohammad ral1 Reg. No. 50559 Date:.,.., 1 2,, My relistratierr expires February 28, 2007 Mark S. Eggl Architect 211 East Broad Street Greenville, SC 29601 T. 864.232.9200 F. 964.232.7597 Project MUM V LL South Miami, FL Project Number 06165 Drawn By B.M.R. Checked By M.R.S. Date 01 Dec. 06 Revisions A Drawing General Structural- Notes and Details sto ="- • b U U V V V ••• V U V y • •err• Youwy w u v Y Y V U VVU•• V V V y V V y "i•• V Yes `+ V V U r V V Y Y V V U •V• • yyU i y f • • Y 4 • Y V i •• u• • u y y Y c: u y • y • r r r • • y f V y U f • Y • V • y.-G • U � U U• 4 r!• f+ U f• � C V U y V V V V • • V y �. • i • v y • • U i Y V+V.+ • iwv•• r Y'rV r y�eU y MOHAMMAD R. SERAJI P.E. 432 SIM BRaAWAY RW4D' U7f11CM. KY- 40548 PHONE (95!) 252 -11470 FAX (959) 226-»45112 E-MAIL FYRAMIDC5EMX.NET P.CS.CE. ,JQb a 06- 146.04 Seal 0. 4` t..� I hereby certify that these engineering documents were prepared by me or under my direct persenat supervision and that I am s duly licensed Prefessienal Engineer under the laws of the State of Florida. , Signisture: ` Mohammad ral1 Reg. No. 50559 Date:.,.., 1 2,, My relistratierr expires February 28, 2007 Mark S. Eggl Architect 211 East Broad Street Greenville, SC 29601 T. 864.232.9200 F. 964.232.7597 Project MUM V LL South Miami, FL Project Number 06165 Drawn By B.M.R. Checked By M.R.S. Date 01 Dec. 06 Revisions A Drawing General Structural- Notes and Details sto MOHAMMAD R. SERAJI P.E. 432 SIM BRaAWAY RW4D' U7f11CM. KY- 40548 PHONE (95!) 252 -11470 FAX (959) 226-»45112 E-MAIL FYRAMIDC5EMX.NET P.CS.CE. ,JQb a 06- 146.04 Seal 0. 4` t..� I hereby certify that these engineering documents were prepared by me or under my direct persenat supervision and that I am s duly licensed Prefessienal Engineer under the laws of the State of Florida. , Signisture: ` Mohammad ral1 Reg. No. 50559 Date:.,.., 1 2,, My relistratierr expires February 28, 2007 Mark S. Eggl Architect 211 East Broad Street Greenville, SC 29601 T. 864.232.9200 F. 964.232.7597 Project MUM V LL South Miami, FL Project Number 06165 Drawn By B.M.R. Checked By M.R.S. Date 01 Dec. 06 Revisions A Drawing General Structural- Notes and Details sto Mark S. Eggl Architect 211 East Broad Street Greenville, SC 29601 T. 864.232.9200 F. 964.232.7597 Project MUM V LL South Miami, FL Project Number 06165 Drawn By B.M.R. Checked By M.R.S. Date 01 Dec. 06 Revisions A Drawing General Structural- Notes and Details sto