Loading...
05-658-018LI /3 �JOR I L2/3 WHICHEVER IS CsREA ?ER TYPICAL 1-2/3 OR CANT. WHICH VE 15 GREATER AM D I AG;fRAM BOTTOM BAR 'C' BARS ARE TOP BARS AT NON - CONTINUOUS ENDS. 'E' BARS ARE TOP 5AR5 OVER RIGHT INTERIOR SUPPORTS. TOP BARS CALLED FOR AS CONTINUOUS, WHEN SPLICED, SHALL BE SPLICED IN THE MIDDLE THIRD OF THE SPAN. ADD 2 -S CORNER BARS, 30' SPLICE E. W. AT ALL TIE -BEAMS ADD 2 -wo HEADER 5AR5 A WINDOW LINTELS -9-4 cl O L CIA 112 0 FOOTING SIZE 4 RE INF'G, AS SCHEDULED. `— 5TD. 90' HOOK LAP SPLICING SHALL NOT BE LESS THAN THE LARGER EAR - COLUMN SIZE, REINF'G, 4 CONC. STRENGTH AS NOTED IN COLUMN SCHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS. IFx x x x - 1111111 CA $TD. 90' HO 3' T`rFIGAL COLUMN/ TIE COLUMN AND FOOTING DETAIL Krs *3 HAIRPINS 2"5 I tC _If 12' _ 4 * 6 V. * 3 o s 6' C/C T2 ,G 1 4 * 6 V. MASONRY BLOCK COLUMN 1 COLUMN N 6 MARK SIZE REINFORCEMENT REMARKS VERTICAL TIES Sl./ * 8' X 8' 2-05 03 0 a 8' C/C * STARTER COLUMN, BREAK CELLS IN ADJ. BLOCK SEE DETAIL A /5-3 (OR DOWEL 1 05 x 8' 6 16' C /C) MONOLITHIC FI.O 6'- 0'x6' - 0'x4' - 0'x18' 05612' TOP 4 BOTT EACH WAY © * 8'X12' 4 -06 #30 tv 8'C /C 0'3 0 ® * BLK CELL I_% * GROUT BLOCK CELL 6'- 0'x6'- 0'x18' 105 TOP 4 BOTT EACH WAY 4 -0 6 #3 0 9 8' C/C 12' X 12' 2 -05 5OTT. CONT. ALL NEONEDCONAB OURS EDGE 6 ceD H 1X' 4 - "30 •12'C /C DR PDXI .f INTO EX15TING SLAB a R5 -1 +10' -2' 81x 22' FOOTING; 6GHEDULE MARK SIZE REINFORCEMENT REMARKS WF -16 16' X 12' 2 -05 CONT. T MWF -30 30' X 16 3 -05 T413 CONT.W 1"5.12'5 TRAN5V. MONOLITHIC FI.O 6'- 0'x6' - 0'x4' - 0'x18' 05612' TOP 4 BOTT EACH WAY SEE DETAIL, REINF. ACROSS: 05 a 24' C/C F2.0 5'- 0'x6' - 0'x18' 105 TOP 4 50TT EACH WAY 0'3 0 F3.0 3'- 0'x5' - 0'x18' 605 TOP 4 50TT SHORT WAY 405 TOP 4 50TT LONG WAY F6.0 6'- 0'x6'- 0'x18' 105 TOP 4 BOTT EACH WAY O co T.E. 12' X 12' 2 -05 5OTT. CONT. ALL NEONEDCONAB OURS EDGE 6 TOP PLATE PLAN VIEW 5A ,SE PLATE PLAN VIEW 0 0 TOP OF BEAM ELEV SIZE (IN.) L J 0 0 1/4' 5 /8'ox0' -5' STUDS TOP PLATE AS SCHEDULED STEEL COLUMN t8 AS SCHEDULED 14 41 a ° 1/4 e NEW STEEL COL. I I E3ASE PLATE \ I I AS SCHED. AS SCHED. ° d ° a BASE PLATE TS AS SCHEDULED 2 I I TiOP STEEL * +12'x3' -0' FOOTING AND REINFORCING 12' C/C _ AS SCHEDULED a 4 -3/4' a ANCHOR BOLTS a. �a. _ • • • • • _ _ i 30' �=1 I 1=1 El El I Ml Ed or ,�-- —I I ii I VIII I i1 I II I ii I i ill I i I TS -2 TS -1 5TEEL C O L OF I 5 D E TA I N.T.S. SEAM SCPEE)UL.E MARK TOP OF BEAM ELEV SIZE (IN.) REINFORCING STIRRUPS REMARKS B T I E O $PACING RT5 -1 8' -5' S X 12 MIN. 2 5 2 5 q 0'3 0 4 • 12' C/C EE SAL. 0 24' C/C • ADD 205x30' EA WAY CORNER BAR 4 O co g a' W� co ceD H WQ a R5 -1 +10' -2' 81x 22' 2 0 6 2 0 6 2 0 5 03 0 6 10' C/C o R15-2 +10' -2' 3oxi8lx321 2 0(o 2 0(o 2 05 00 030 Q 10' C/C *$LOPED TOP TO MATCH EXISTING R13-3 +10' -2' 'x18'x32' 2 0(o 2 0(o 2 05 030 • 10' C/C SLOPED TOP TO MATCH EXISTING R5 -4 +8' -2' RAKED 2 0 6 •2 Y 6 4 0 5 030 -0 12' C/C *SLOPED R 3 -5 +8' -2' 8'x IS' 2 0(o 2 0(o 030 6 6' C/C MARK SIZE T$ - I T$3'x3'x144' TS -2 1 T53'x3'x144' 5TEEL COLUMN 5CHEDULE STEEL COLUMN BASE 1e CAP R 8'x 1/2'x 0'- 8' wl 4- 1/2' 8'x I/Z'x 0'- 8' W/ 4 5/0 ANCHOR BOLTS $TUD$ (SEE DETAIL) 8'x i12'x 0' - 8' w/ 4- 112' 8'x 1/2'x o'- 8' W/ 4 %'0 ANCHOR BOLTS STUDS (SEE DETAIL) REMARKS SEE DETAIL ABOVE SEE DETAIL A5OVE I GENERAL STRUCTURAL NOTE6 I. FOUNDATION ALLOWABLE SOIL BEARING PRESSURE: BASED ON THE EXISTING RESIDENCE ,THE CONSTRUCTION SYSTEMS IN THE AREA AND A VISUAL INSPECTION OF THE SITE, THE SOIL APPEARS t0 BE SAND AND ROCK WITH A BEARING CAPACITY OF 2000 F'SF. 1. CONCRETE: ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS. AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM SIZE 1'. CONCRETE SLUMP: 3' MIN. TO 5' MAX. VERTICAL CONCRETE DROP NOT TO EXCEED 8'. 3. CONCRETE COVER: TO BE AS FOLLOWS: BOTTOM TOP SIDES WALLS - - 1 112' COLUMNS/PEDESTALS - - 1 1/2' BEAMS 1 1i2' 1 Vz' 1 1/2' SLABS IN 1' 1' 4. SLABS ON FILL: FILL AND BACKFILL t0 BE COMPACTED TO 95% OF THE MODIFIED PROCTOR DENSITY TEST (ASTM D- 1550. COMPACTION LAYERS NOT To EXCEED 12'. PROVIDE VAPOR BARRIER BELOW ALL SLABS ON FILL (10 MIL VAPOR BARRIER). 5. REINFORCING STEEL: TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A -305, AND CONFORMING TO ASTM A -615f GRADE 60. LAP CONTINUOUS BARS 30 -BAR DIAMETERS, UNLESS OTHERWISE NOTED IN PLANS. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. REINFORCING STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH 'MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCING CONCRETE STRUCTURES', AND THE ACI BUILDING CODE 318, LATEST EDITION. SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE FABRICATION. 6. MASONRY: A. ALL CONCRETE BLOCK TO BE GRADE N -2, CONFORMING TO ASTM C- 90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI, AND A PRISM STRENGTH OF 1,500 PSI (MINIMUM). MORTAR SHALL BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 PSI (USE PORTLAND TYPE CEMENT). B. MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY EVERY OTHER COURSE WITH 9 GAUGE DEFORMED GALVANIZED STEEL LADDER TYPE. C. FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND PLAN. D. DENOTES BEARING CONCRETE BLOCK WALL. INSTALL BLOCK BEFORE ADJACENT COLUMNS AND BEAMS. SEE PLAN FOR VERTICAL REINFORCING. E. PROVIDE CLEANOUTS WHEN GROUTING CELLS WITH MORE THAN 5' -0' HT., AND CLEAN OUT CELLS OF MORTAR DROPPINGS. MAXIMUM VERTICAL DROP FOR GROUTING IS 8' -01 . F. SLUMP FOR GROUTING SHALL BE 8' TO 10. I. PRE - FABRICATED WOOD TRUSSES: SHALL BE DESIGNED AND FABRICATED M ACCORDANCE WITH THE TRUSS PLATE INSTITUTE ( T.P.Q, LATEST EDITION. TRUSSES To BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION BWT -16. SUBMIT LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRUSS, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION. TRUSSES MAY NOT BE ERECTED UNTIL SHOP DRAWINGS ARE APPROVED AND ACCEPTED BY THE PERMITTING AUTHORITY. DESIGN WOOD TRUSSES FOR: DEAD LOAD: 25 PSF LIVE LOAD: 30 PW NOTE: ZERO (0) PER CENT (%) STRESS INCREASE FOR LUMBER AND PLATES. GENERAL CONTRACTOR To PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND THE WEB MEMBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. 5WT -16 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERMANENT BRACING PLAN FOR APPROVAL PRIOR TO ERECTION. GIRDER TRUSSES TO BE BOLTED TOGETHER WITH 1/2' DIA. BOLTS AT 24' C/C AT TOP CHORD, BOTTOM CHORD, AND WEB MEMBERS. GENERAL CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER FOR ALL TRUSS TO TRUSS CONNECTIONS, UNLESS OTHERWISE NOTED IN PLANS. NOTE: CONTRACTOR, 'BEST TRUSS COMP.' OR 'COMACAST ARE NOT TO BE USED AS SUPPLIER OF TRUSSES, ROOFING MATERIALS OR ROOF TILES. S. STRUCTURAL STEEL: SHALL CONFORM TO ASTM A -36, DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS, LATEST EDITION. PIPE COLUMNS TO BE FILLED WITH 3000 PSI CONCRETE. 9. WELDING: ALL WELDING TO BE DONE BY CERTIFIED WELDERS HOLDING CURRENT WELDING CERTIFICATES. 10. DIMENSIONS: CONTRACTOR 4 SUB- CONTRACTORS ARE t0 VERIFY ALL EXISTING 4 NEW FIELD DIMENSIONS PRIOR TO FABRICATING ANY STRUCTURE, TRUSSES OR REINFORCING STEEL. NAIL W /Sd NAILS 04' C /C. AT EDGES — PLYWOOD 2x6 15LOCKING BETWEEN TRUSSES ('CRIPPLES') DETAIL AT HIPS IDETAIL /—A—\ N.T.$ \5 - 51 "SEAL ARVELO AND ASSOCIATES, STRUCTURAL ENGINEE 4848 SW 74th CT., MIAMI FL (305) 667 -7628 CERTIFICATE# EB- 0007321 d U w w E oz z a EA �o �3 E EU o Z+ o C� o �U U0 �EwE. ^U 3w w� w �E a� WU w� w U� ao� d a z �. 02 W a� �x ww �Q > 1.5 w a a da o� wa �a d� o� a� az oc aU `a 0} H o qu a ZF� Ac we HE DATE: 02/02/05 DRAWN: T]M. CHECKED: A. A. R. `J Lam" d� co O O C'3 i O W �w� W Z A W H 0 co M �+ a w � o h P4 a q O � 4 O co g a' W� co ceD H WQ a � o o � 00 cq � O O a � DATE: 02/02/05 DRAWN: T]M. CHECKED: A. A. R. `J I C'3 i O W �w� W Z A W H 0 co M �+ a w � o h P4 a q OW p-+ � 4 O co g H a DATE: 02/02/05 DRAWN: T]M. CHECKED: A. A. R. `J