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05-658-019OR L2 /-3 R IS GREATER L2/9 OR CANT, WHICH VE IS GREATER BOTTOM BAR T"Y'FICAL AM DIAGfRAM '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 -"5 CORNER BARS, 30' SPLICE E. W. AT ALL TIE -BEAMS ADD 2 -+'S HEADER BARS A WINDOW LINTELS -9-4 QC W aka FOOTING SIZE 4 RE INF'G, AS SCHEDULED. STD. 90' HOOK LAP SPLICING SMALL NOT BE LESS THAN THE LARGER BAR COLUMN SIZE, REINF'G, 4 CONC. STRENGTH AS NOTED IN COLUMN SCHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS. _ 3' TYPICAL COLUMN/ TIE. COLUMN AND FOOTING DETAIL H.s. *'3 nHAIRPINS tc I IF 12' 4 " 6 V. +'3o &I C/C I T� ,, . 4's 6 v MASONRY BLOCK COLUMN (D COLUMN SC EDULE MARK SIZE REINFORCING REMARKS VERTICAL TIES 0 * 8, x g' 2-05 03 0 6 8' C/C * STARTER COLUMN, BREAK CELLS IN ADJ. BLOCK SEE DETAIL A /8-3 (OR DOWEL 1 05 x 8' 6 1(o' C /C) MONOLITHIC ® 40'X40'X12' 4 -"5 E.A. WAY BOTTOM © * 8'X12' 4 -06 #30 a8'C/C O ® * BLK CELL I-wo * GROUT BLOCK CELL 12' X 12' 2 -"5 BOTT. CONT. 4 -06 030 a8'C/C ° ° ° 1O 16' X 16' * 4 -0 6 "3 p g 8' C/C * DR 4 EPDXIED I TO EXISTING SLAB II RB -I _ F 3CHEDULE MARK SIZE REINFORCEMENT REMARKS WF -16 16' X 12' 2 -w5 CONT, B MWF -30 30' X 16' 3 -S T45 CONT.W S1912'B TRANSV. MONOLITHIC ® 40'X40'X12' 4 -"5 E.A. WAY BOTTOM SEE DETAIL, REINF. ACROSS: 'o 6 24' C/C ® 40'X12'Xi2' 4 -w5 E.A. WAY BOTTOM O © 80'X5(o'X12' 6 -05 E.A. WAY BOTTOM T.E. 12' X 12' 2 -"5 BOTT. CONT. ALL NON- DCONTINBUODU6 EDGE TYPICAL g )8'C /C TOP PLATE PLAN VIEW BASE PLATE PLAN VIEW 0 0 fr:l TOP OF BEAM ELEV LL :!j 0 0 1/4' 4 - 3/4' * HEADED STUDS TOP PLATE AS SCHEDULED STEEL COLUMN IS AS SCHEDULED SEAM 5CPEE)ULE MARK TOP OF BEAM ELEV SIZE (IN.) ° ° O° REMARKS B ° C I c� z a o W m SPACING RT5-1 8' -5' 8 X 12 MIN. 2 " 5 2 * 5 O "3 0 4 a 12' C/C EE, BAL, g 24' C/C * CONT. O co ° ° ° II RB -I _ 8'x 22' 2 106 2 0(o 2 0 5 °II Q 8' C/C ° -_ +10' -2' VxVxV 2 0(o 2 106 1 2 0 5 03 0 g 8' C/C *SLOPED TOP TO MATCH EXISTING R5-3 +10' -2' VxVxV 2 10(o 2 0(o I- 2 0 S I 8' C/C *SLOPED TOP TO MATCH EXISTING RB -4 +8' -2' 8'x 16' 2 0(o 2 0(o 03 0 6' C/C - - RB-5 +8' -2' 8'x 16' 2 06 2 0(o #3 0 g 6' C/C 1/4' NEW STEEL COL. 13ASE PLATE ° ° AS SCHED. I AS SCHED. w a1 ° I I ° a BABE PLATE T2 AS SCHEDULED I ( TOP STEEL ° FOOTIN AND REINFORCING AS SCHEDULE D ° . ° 4 - 3/4' 0 ° I .I ° I s •a � ANCHOR BOLTS V1 • ° ° _ ° a— I I_ VIII T5 -2 T5 -1 I L G O L U. I N 5 D TAIL. N.T.S. SEAM 5CPEE)ULE MARK TOP OF BEAM ELEV SIZE (IN.) REINFORCING STIRRUPS REMARKS B T C I c� z a o W m SPACING RT5-1 8' -5' 8 X 12 MIN. 2 " 5 2 * 5 O "3 0 4 a 12' C/C EE, BAL, g 24' C/C * CONT. O co RB -I +10' -2' 8'x 22' 2 106 2 0(o 2 0 5 #30 Q 8' C/C RB-2 +10' -2' VxVxV 2 0(o 2 106 1 2 0 5 03 0 g 8' C/C *SLOPED TOP TO MATCH EXISTING R5-3 +10' -2' VxVxV 2 10(o 2 0(o 2 0 S 03 0 8' C/C *SLOPED TOP TO MATCH EXISTING RB -4 +8' -2' 8'x 16' 2 0(o 2 0(o 03 0 6' C/C - - RB-5 +8' -2' 8'x 16' 2 06 2 0(o #3 0 g 6' C/C MARK SIZE T6 -1 T63'x3'x'44' TS -2 1 TS3'x3'x144' STEEL COLUMN 5GHEDULE STEEL COLUMN BASE 1P- CAP R REMARKS 8'x 1/2'x 0'- 8'w/ 4- 1/2- 8'x 1 %'x 0'- V1111 4 NO HEADE SEE DETAIL ABOVE ANCHOR BOLTS STUDS (SEE DETAIL) 8'x 1 %'x 0'- 8' w/ 4- 1 %' 8'x 1 /2'x 0'- 8' W14 5MV0 HEADE SEE DETAIL ABOVE ANCHOR BOLTS STUDS (SEE DETAIL) GENERAL STRUCTURAL NOT.-6 I. FOUNDATION ALLOWABLE SOIL BEARING PRESSURE: BASED ON THE EXISTING RESIDENCE ,THE CONSTRUCTION SYSTEMS IN THE AREA AND A V16UAL INSPECTION OF THE SITE, THE SOIL APPEARS TO BE SAND AND ROCK WITH A BEARING CAPACITY OF 2000 PSF. 2. 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. t0 5' MAX. VERTICAL CONCRETE DROP NOT TO EXCEED 8'. 3. CONCRETE COVER TO BE AS FOLLOWS: WALLS COLUMNS/PEDESTALS BEAMS SLABS 4. SLABS ON FILL: BOTTOM TOP SIDES 1 iz' 1 1z' 1 1/2' 1 1/2' 1 112' 1' 1' 1 FILL AND 13ACXFILL TO BE COMPACTED t0 9596 OF THE MODIFIED PROCTOR DENSITY TEST (ASTM D- 1550. COMPACTION LAYERS NOT t0 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 -15AR 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 316, LATEST EDITION. SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE FABRICATION. 6. MASONRY: A. ALL CONCRETE BLOCK t0 BE GRADE N -2, COWORMING 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 16 81•0111 . F. SLUMP FOR GROUTING SHALL BE 8' TO 10'. 1. PRE - FABRICATED WOOD TRUSSES: SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE ( TP.IJ, 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 PSF NOTE: ZERO (0) PER CENT (90 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.F.I. 5WT -l6 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERRMANENT 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 t0 BE USED AS SUPPLIER OF TRUSSES, ROOFING MATERIALS OR ROOF TILES. 8. STRUCTURAL STEEL: SHALL CONFORM TO ASTM A -36, DETAILED, PABRICATED, AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS, LATE =ST EDITION. PIPE COLUMNS TO BE FILLED WITH 3,000 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 /8d NAILS *4' C /C. AT EDGES �— PLYWOOD 2x6 15LOCKING BETWEEN TRUSSES ('CRIPPLES') DETAIL AT HIPS DETAIL /—A\ N.T.S 1��7 s yj� ARVELO AND ASSOCIATES., (INC R STRUCTURAL ENGINEER`'.F Qo 4848 SW 74th CT., MIAMI FL (305) 667 -7628 ' CERTIFICATE# EB- 0007321 SEAL w w E 0 z �d WA H� �o �3 x� F" U wz o� �o �U 80 5w M w� w xF U >1 -< w 04 �A 0 a a� O�z A� �x H ww aOa w� x� o� a° o�x E wo 91 z 8 2 w da �x aE- 0 u �a w$ E-Ii E� CrJ CIO co fto 4==,1 Lo to W Q .(00 �w o Lo 00 � O z a � S.0 0 C4 c� z a o W m o W q w w >r �DEO -0 o0 4 Mo A -� a 0 q O to x Z U O co Aw, S.0 0