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10-317-015COLUMN SCHEDULE MARK SIZE REINFORCEMENT REMARKS VERTICAL OR BASE PLATE (INCH) TIES OR CAP PLATE INCH 1C 8" X 12" 4 #5 #3 0 8" SHORT BAR 2 8" X 16" 6 #5 #3 0 8" -- -- T TC 8" X 13 1/2" 4 #5 #3 ® 8" 14. CONCRETE MASONRY WORK: T , • • n 0, s@* • • IN�F'LP�E': 4C 8 "X30" 8 #5 #30S' 2. 5C 8" X 24" 8 #5 #3 0 8" A. ROOF LOADS: TS 4" X 4" X 3/16" 8" X 20" 6 #53 0 8" B. WF -16 16" x CONT 12" - -- 2 #5 o ............. . 10 PSF ..... SF (� CEILING) C4 WF -24 24" x CONT 12" #4 @ 24" 3 #5 Ex LIVE LOAD 0 TERRACES do STAIRS........... 100 PSF 0 60 PSF D. WF -32 32" x CONT 12" #4 © 10" 4 #5 Z DEAD SUPERIMPOSED LOAD @ TERRACES do STAIRS ..................... 20 PSF AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. ~ ca DEAD SUPERIMPOSED LOAD ELSEWHERE .......... ............................... 38 PSF F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530 -99 AND A. C. WIND LOADS: IN ACCORDANCE WITH ASCE 7 -98 [BUILDING CATEGORY II; 146 MPH WIND SPEED; EXPOSURE C; ACI 530.1 -99. FILLING OF CELLS SHALL BE DONE IN MAX. FOUR FOOT LIFTS WITH A MAXIMUM IMPORTANCE FACTOR I - 1.0]. SEE CALCULATIONS FOR ADDITIONAL INFORMATION. A 8" X 16" 6 #5 #3 0 8" B SEE DETAIL 6 #5 #3 0 8" BETWEEN 8" AND 11". C SEE DETAIL 8 #5 #3 0 8" 3' -0" x 3' -0" D 12" X 12" 6 #5 #3 0 12" MANSORY PEDESTAL H. F3.0 S -0" x 3' -0" 12" 5 #4 5 #4 PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE, REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER. F3.5T 3'--6" x 3' -6" 12" 5 #4 5 #4 5 #4 5 #4 F3.5 3' -6" x 3' -6" 12" 5 #4 5 #4 AC 1#5 IN GROUT FILLED CELLS (SEE PLAN FOR SPACING) F 2 #5 N TWO GROUT FILLED CELLS ( SEE PLAN FOR SPACING) F 2 #6 IN TWO GROUT FILLED CELLS ( SEE PLAN FOR SPACING) FC 3 #5 IN GROUT FILLED CELLS (SEE PLAN FOR SPACING) aC 1#6 IN TWO GROUT FILLED CELLS ( SEE PLAN FOR SPACING) 12" 4 #5 IN FOUR GROUT FILLED CELLS ( SEE PLAN FOR SPACING) MANSORY COLUMN 4C 4 #5 IN ONE GROUT FILLED CELLS #3 0 8" COLUMN NOTES: 1. HOOKED DOWELS, SAME SIZE AND NUMBER AS VERTICAL REINFORCEMENT, SHALL BE EMBEDDED TO BOTTOM OF FOOTING BELOW AND SHALL LAP MINIMUM 30 BAR DIAMETERS WITH VERTICAL REINFORCEMENT IN COLUMNS. 2. HOOK ALL VERTICAL COLUMN REINFORCEMENT AT TOP. 3. #3 HAIRPINS AS REQUIRED FOOTING SCHEDULE MARK SIZE L x W x THICKNESS DEPTH REINFORCEMENT REMARKS BOTTOM Is TOP SHORT BAR LONG BAR SHORT BAR LONG BAR TE 8" x CONT 12" -- -- 1#5 " 5/8" X 12" X 12" THIKENED EDGE 14. CONCRETE MASONRY WORK: T , • • n 0, s@* • • IN�F'LP�E': (4) 3/4-DIA KWIK BOLT II OR EQUAL W/ 8 MIN EMBED IN CONC. CODES. A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS, l,.O.N �MASOIVRY t=;ALS�SfA�L 2. DESIGN CRITERIA: 7/8" X 7 5/8" X 12" BEFORE THE SUBS AND BEAMS SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETC TIE�COLUP�NS. 0 A. ROOF LOADS: TS 4" X 4" X 3/16" FRAMING THEM. ••• •.• USE (4) 3/4-DIA NELSON HEADED STUDS BUTT WELDED TO STEEL PLATE. LIVE LOAD ...................... 30 PSF B. WF -16 16" x CONT 12" - -- 2 #5 o ............. . 10 PSF ..... SF (� CEILING) C4 WF -24 24" x CONT 12" #4 @ 24" 3 #5 Ex LIVE LOAD 0 TERRACES do STAIRS........... 100 PSF 0 60 PSF D. WF -32 32" x CONT 12" #4 © 10" 4 #5 Z DEAD SUPERIMPOSED LOAD @ TERRACES do STAIRS ..................... 20 PSF AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. ~ ca DEAD SUPERIMPOSED LOAD ELSEWHERE .......... ............................... 38 PSF F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530 -99 AND A. C. WIND LOADS: IN ACCORDANCE WITH ASCE 7 -98 [BUILDING CATEGORY II; 146 MPH WIND SPEED; EXPOSURE C; ACI 530.1 -99. FILLING OF CELLS SHALL BE DONE IN MAX. FOUR FOOT LIFTS WITH A MAXIMUM IMPORTANCE FACTOR I - 1.0]. SEE CALCULATIONS FOR ADDITIONAL INFORMATION. POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT- FILLED CELLS GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE 3. ELEVATION DATUM: BETWEEN 8" AND 11". ALL ELEVATIONS ON THESE STRUCTURAL DRAWINGS REFER TO TOP OF INTERIOR FLOOR AT 0' -0" G. F3.OT 3' -0" x 3' -0" 12" 5 #4 5 #4 5 #4 5 #4 H. F3.0 S -0" x 3' -0" 12" 5 #4 5 #4 PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE, REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER. F3.5T 3'--6" x 3' -6" 12" 5 #4 5 #4 5 #4 5 #4 F3.5 3' -6" x 3' -6" 12" 5 #4 5 #4 F4.0 4' -0" x 4' -0" 12" 6 #4 6 #4 F4.5 4' -6" x 4' -6" 12" 6 #4 6 #4 F5.0 5' -0" x 5' -0" 12" 7 #4 7 #4 F7.0 -5A 7'--0" x 5' -0" 12" 104 7#4 FOOTING NOTES: 1. AT ALL FOOTING CORNERS AND INTERSECTIONS, PROVIDE 2 #5 L- SHAPED CORNER BARS WITH 30 -INCH LONG LEGS. 2. LAP SPLICE BARS MINIMUM 36- INCHES. 9 GA. LADDER TYPE HOR. JOINT REINF. EVERY SECOND COURSE (16" O.C.) EXTEND 4" INTO TIE COLUMNS 8" THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION. I. SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE. PROVIDE 8 x 8 CONCRETE (FORMED OR BOND -BEAM BLOCK) CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY WITH 25 AT MID -DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 6° INTO ADJACENT COLUMN OR MASONRY AND CAST OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES. IN GROUT. H-O 6. PROTECTION OF EXISTING CONSTRUCTION: K. CONTRACTOR SHALL CONTRACT A SPECIAL INSPECTOR TO VERIFY COMPLIANCE FOR ALL GROUTING. 15. STRUCTURAL STEEL: EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT A. MATERIALS: CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT 1. STRUCTURAL TUBING: ASTM A500, GRADE B. d� THEM AND TO PROVIDE FOR SAFETY. 2. ALL OTHER STRUCTURAL STEEL: ASTM A36. 7. CONSTRUCTION LOADS: 3. ANCHOR BOLTS: ASTM A307. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE 4. ALL OTHER BOLTS: ASTM A325. NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. B. STANDARDS: DETAIL C ❑ L , B M. CONFLICTS IN DOCUMENTS: 1. RISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS." IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND FIELD ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 1989. SCALE: 3/4' 1' -0' CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND 2. AWS D1 -1, E -70 SERIES ELECTRODES. DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. C. CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE 9. CONSTRUCTION OBSERVATIONS: DESIGNED IN ACCORDANCE WITH RISC SPECIFICATIONS. d, THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL COMPONENTS (REINFORCEMENT PRIOR TO D. CORROSION CONTROL: ALL STRUCTURAL STEEL, SHALL BE SHOP PAINTED WITH RUST - INHIBITIVE PRIMER. PRIMER CASTING) FROM BOTH THE CITY INSPECTOR AND THE ENSPECTING ENGINEER /ARCHITECT PRIOR TO CONTINUING WITH WORK. SHALL BE TOUCHED UP AFTER ERECTION. ANY STRUCTURAL ITEM NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION. . 10 SHOP DRAWINGS: • 16. STRUCTURAL LUMBER: A. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AS REQUIRED BY THESE NOTES. A. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE, GRADE NO. 2 (ALLOWABLE FB PER NSD -97) OR EQUAL U.O.N. " B. REVIEW AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND B. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY OR PERMANENTLY EXPOSED TO WEATHER SHALL BE PRESSURE APPROVE THE SHOP DRAWINGS FOR COMPLIANCE AND COMPLETENESS BEFORE SUBMITTAL, APPROVAL BY THE ENGINEER PRESERVATIVE TREATED. co OR ARCHITECT IS NOT FOR THE PURPOSE OF APPROVING CHANGES OR SUBSTITUTIONS. THE CONTRACTOR SHALL BE 17. PREFABRICATED WOOD TRUSSES AND GIRDERS: RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION WITH ALL DOCUMENTS AND OTHER TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND FABRICATION OF TRUSSES, GIRDERS AND THEIR 11 1/2" TRADES. CONNECTIONS TO EACH OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS TO RESIST LATERAL 11. EXISTING SOILS, SOILS PREPARATION & ALLOWABLE BEARING: BUCKLING UNDER GRAVITY OR WIND LOADS IS THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. PREFABRICATED WOOD DETAIL C ❑ L C A. ALL FOOTINGS SHALL REST ON UNDISTURBED LIMEROCK LOADS ENDICAT DIRABOVES BE TRUSSES AND GIRDERS DSIHALL BENDES DESIGNED BYNAA FLORIDA- REG SITEREDEEF.B.C. ERR. COMPLETE E B. ALL AREAS OF NEW CONSTRUCTION SHALL BE STRIPPED OF EXISTING CONSTRUCTION TO BE REMOVED, PLANT, TOP CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER AND SUBMITTED TO THE SCALE 3/4' = 1' -0' SOIL AND OTHER DELETERIOUS MATERIAL. WHERE REQUIRED, THE EXISTING SOIL SHALL BE EXCAVATED TO THE BOTTOM ENGINEER -OF- RECORD FOR REVIEW. REVIEW BY THE ENGINEER -OF-- RECORD WILL BE FOR COMPLIANCE WITH DESIGN OF PROPOSED SLAB OR FOOTING ELEVATION. THE CONTRACTOR SHALL VISUALLY INSPECT THE ENTIRE BUILDING AREA. IF CONCEPT ONLY. THE TRUSS MANUFACTURER SHALL NOT ALTER THE FRAMING PLAN WITHOUT THE WRITTEN APPROVAL OF THE SOILS DIFFERENT FROM THOSE INDICATED ABOVE ARE ENCOUNTERED, NOTIFY ENGINEER FOR DIRECTION. THE ENTIRE ENGINEER OF RECORD. AREA, PLUS A FIVE FOOT PERIMETER, SHALL BE THOROUGHLY COMPACTED BY AT LEAST TEN OVERLAPPING PASSES IN TRUSS MANUFACTURER TO USE "COMPONENT AND CLADDING" WIND PRESSURES FOR THE PREFAB WOOD TRUSSES DESIGN. PERPENDICULAR DIRECTIONS OF A VIBRATORY COMPACTOR TO ACHIEVE A MINIMUM OF 95% OF MAXIMUM DENSITY AS TRUSS LAYOUT, SHOP DRAWINGS AND ENGINEERING SHEETS TO BE APPROVED BY THE ARCHITECT AND CITY PRIOR TO TIE BEAM POURING DETERMINED IN ACCORDANCE WITH AASHTO -180C OR ASTM D1557. IF FOOTINGS ARE EXCAVATED AFTER BUILDING AREA 18. PLYWOOD ROOF SHEATHING: COMPACTION, THEN ALL FOOTING BEARING LEVELS SHALL ALSO BE COMPACTED TO MINIMUM OF 95% OF MAXIMUM DENSITY A. PLYWOOD ROOF SHEATHING SHALL BE 5/8 ", EXTERIOR GRADE, SHEATHING, WITH 32/16 APA SPAN RATING. USING A HAND OPERATED VIBRATORY PLATE COMPACTOR. EXISTING CONSTRUCTION SHALL BE CONTINUOUSLY MONITORED B EDGES OF PLYWOOD PANELS SHALL BE TONGUE- AND - GROOVE OR CONTINUOUSLY SUPPORTED WITH WOOD SUBRAFTERS DURING SOIL COMPACTION. IF CRACKING OR OTHER SIGNS OF SETTLEMENT OCCUR, CEASE SOIL COMPACTION AND CONTACT SPANNING BETWEEN PRIMARY FRAMING MEMBERS. ENGINEER. WHERE REQUIRED, CRUSHED LIMEROCK FILL (NO ROCKS GREATER THAN 2 INCHES) SHALL BE PLACED, EXCAVATED MATERIAL MAY BE USED IF FREE OF ORGANIC, MUCK OR OTHER DELETERIOUS MATERIALS. FILL SHALL BE C. LAY PANELS, CONTINUOUS OVER TWO OR MORE SPANS AND WITH FACE GRAIN PERPENDICULAR TO PRIMARY FRAMING PLACED IN MAXIMUM TWELVE -INCH LIFTS. EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DENSITY. MEMBERS. END JOINTS SHALL OCCUR AT CENTER OF PRIMARY FRAMING MEMBER WITH BOTH PANELS FASTENED TO IT. C. ALL LAYERS OF EXISTING SOILS AND FILL SHALL BE TESTED FOR DENSITY. SUBMIT TEST REPORTS TO THE ENGINEER. END JOINTS SHALL BE STAGGERED D. ALL SOIL PREPARATION WORK SHALL BE MONITORED BY A GEOTECHNICAL ENGINEER, WHO SHALL ISSUE A STATEMENT OF D. FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING MEMBERS USING 10d RING SHANK NAILS. NAIL SPACING COMPLIANCE AFTER COMPLETION OF THE SOILS PREPARATION. SHALL BE SIX - INCHES ON CENTER AND 4" O.C, AT AN 4' -0" WIDE "EDGE ZONE" ALL AROUND THE BUILDING PERIMETER. E. A MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 P.S.F. HAS BEEN USED FOR THIS FOUNDATION DESIGN. 19. FASTENERS FOR VERT. REINF. SPACING A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF FLORIDA SHALL CERTIFY THIS LOAD BEARING CAPACITY A. FASTENERS SHALL BE OF THE TYPE AND SIZE INDICATED IN THIS DRAWING AND SIZE SEE PLAN PRIOR TO POURING THE FOUNDATION B. ALL FASTENERS INCLUDING EXPANSION ANCHORS, SLEEVE ANCHORS, STRAPS, NAILS, SCREWS, ETC SHALL BE GALVANIZED (U.O.N.) AND SCHEDULE 12. POLYETHYLENE SHEET: 20, GENERAL CONTRACTOR TO COORDINATE AND VERIFY ALL DOORS AND WINDOW OPENING DIMENSIONS PRIOR TO POLYETHYLENE SHEET, PLACED CONTINUOUSLY, UNDER CONCRETE SLABS AND BEAMS PLACED ON GROUND SHALL BE START ERECTION OF CONCRETE BLOCK AND THE POURING OF THE CONCRETE SLAB WITH MANUFACTURER 8" LOAD BEARING MINIMUM 6 MIL. THICK. ALL JOINTS SHALL BE LAPPED MINIMUM 12 INCHES AND CONTINUOUSLY TAPED WITH MINIMUM OF AND PRODUCT CONTROL REQUIREMENTS CMU WALL TWO -INCH WIDE VINYL TAPE. 13. CONCRETE (CAST -IN- PLACE): 21. SUBMITALS II A. STANDARDS: ACI 318 -1999, ACI 301 -1999 AND ACI 347 -1994, A. REINFORCING STEEL SHOP DRAWINGS. B. ALL CONCRETE SHALL BE PROPORTIONED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. B. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULATIONS. DOUBLE W.W.F. SLUMP SHALL BE 4" ( +1 ") AND NO WATER SHALL BE ADDED TO THE CONCRETE AT THE SITE. CONCRETE FOR AREAS C. STRUCTURAL STEEL SHOP DRAWINGS. II WHICH WILL REMAIN EXPOSED-TO WEATHER AFTER CONSTRUCTION SHALL HAVE 3% TO 5% ENTRAINED AIR. 0 8" TOP OF FIN. FLOOR. C. THE CONTRACTOR SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER TESTS TOP EINF. m 5' -0" 4" CONC. SLAB ON WELL AS REQUIRED BY THE FLORIDA BUILDING CODE. SUBMIT TEST REPORTS TO THE ENGINEER. - - - - - llo COMPACTED FILL D. CONTRACTOR SHALL PROVIDE ALL FORMING AND TEMPORARY SHORING SHOP DRAWINGS AND CALCULATION SIGNED C - - - I F W/ 6 x 6- W1.4 x W1.4 W.W.F. AND SEALED BY A FLORIDA PROFESSIONAL ENGINEER. I I I I IV I I II r (TYP. U. 0. N.) E. NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE c` CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER. WHERE PIPES OR CONDUITS ARE PERMITTED, LJ GRADE- - -'� -x x x -x -x --- x - THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS O.C. AND SHALL BE LOCATED SO AS NOT TO IMPAIR THE I <` I I / I `I. I- STIRRUPS x x --�x --x ---- -x --x -x ----� STRENGTH OF THE STRUCTURE. AS ACHE ULED i �I I I I ICI ITI 11= F. REINFORCEMENT: ASTM A615, GRADE 60, ASTM A185 FOR WELDED WIRE FABRIC. VAPOR BARRIER - --� I- - - -�-� I -r PROVIDE CLEANOUT III -I I COMPACTED FILL G. CONCRETE COVER OVER REINFORCEMENT: / OPENING TO INSPECT z 1. 3- INCHES WHERE CAST AGAINST EARTH. BOTT. REINF. \ I I ADD REINF, � GROUT FILL, � � 2. 1 -1/2 INCH AT ALL OTHER LOCATIONS (U.O.N.). / I I / TYP. AT FIRST T FILL ( 1 #5 CONT. H. SAW -CUT CONTROL JOINTS SHALL BE MADE WITHIN TWELVE HOURS OF CONCRETE PLACEMENT. \ I I DIAGONAL \ AT EVERY LEVEL I TOP REINF, SEE PLAN IF APPLICABLE I. ALL CONCRETE SHALL BE FINISHED AS APPROPRIATE FOR THE FINISHES INDICATED IN THE ARCHITECTURAL DRAWINGS. • FOOTING (SEE PLAN AND SCHED) J. ALL CONCRETE SHALL BE CURD FOR MINIMUM OF SEVEN DAYS. THE CURING SHALL ENTAIL MAINTENANCE OF THE A. • . 1 c. MOISTURE IN THE CONCRETE, GENERALLY THIS SHALL BE ACCOMPLISHED BY TREATING EXPOSED CONCRETE SURFACES 0 -� -- -- 3 " � CL. I- q. A _ WITH A CHEMICAL CURING COMPOUND IMMEDIATELY AFTER FINISHING AND IMMEDIATELY AFTER REMOVAL OF FORMS. FORMS 4 SHALL BE KEPT MOIST BY FREQUENT WATER SPRAYING PRIOR TO REMOVAL. VERIFY COMPATIBILITY OF CURING COMPOUND T - -( T • A _ 4' Ii WITH PROPOSED FINISHES. -I 3" CL. ,= K ALL CONCRETE SLABS AND BEAMS SHALL HAVE NO HORIZONTAL JOINTS. ANY STOP IN CONCRETE WORK SHALL BE MADE AT CONC. TB UNDISTURBED LIMEROCK CENTER OF SPANS WITH VERTICAL BULKHEADS. I I I CONC. OR L DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN. DOWEL SPLICE 36 DIAM. MIN, BOTT. REINF. SEE SCHEDULE I I I MASONRY COL. M COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS +- +--4 TYPICAL WALL FOOTING D N ABOVE. MINIMUM TIME INTERVAL 3 HOURS. I 3 TIES 0 4" O.C. TYP. I I ALL CONCRETE BEAMS MARKED TB SHALL BE PLACED USING WALLS AS BOTTOM FORMS, AND SHALL HAVE CONTINUOUS I I TOP AND BOTTOM REINFORCING. SPLICES, WHERE NECESSARY, SHALL BE MADE IN MIDDLE 1/3 OF SPAN FOR TOP CLOSED TIES SEE COL. N. T. S. BARS AND END 1/3 OF SPAN FOR BOTTOM BARS. PROVIDE A 40 DIA. LAP MINIMUM AT ALL SPLICES. ALL EXTERIOR SCHEDULE FbR SIZE CORNERS SHALL HAVE 2 #5 x 5' -0" CORNER BARS, ONE TOP AND ONE BOTTOM, BENT AT MID - POINT. AND SPACING STEEL COLUMN SCHEDULE MARK SIZE BOTTOM PLATE TOP PLATE REMARKS DIMENSION (INCH) Is DIMENSION (INCH) GENERAL STRUCTURAL. ,.. ,. �..- -, 4 .l • r. • M. .. Y n Y ., i G • NOTES use •••`' : M TS 4" X 4" X 3/8" 3/4" X 12" X 12" (4) 3/4-DIA KWIK BOLT II OR EQUAL W/ Be MIN EMBED IN CONC. I •o••� 1. CODES: ST -2 " 5/8" X 12" X 12" ALL WORK SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2004 EDITION, AND ALL OTHER APPLICABLE LOCAL 14. CONCRETE MASONRY WORK: T , • • n 0, s@* • • IN�F'LP�E': (4) 3/4-DIA KWIK BOLT II OR EQUAL W/ 8 MIN EMBED IN CONC. CODES. A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS, l,.O.N �MASOIVRY t=;ALS�SfA�L 2. DESIGN CRITERIA: 7/8" X 7 5/8" X 12" BEFORE THE SUBS AND BEAMS SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETC TIE�COLUP�NS. 0 A. ROOF LOADS: TS 4" X 4" X 3/16" FRAMING THEM. ••• •.• USE (4) 3/4-DIA NELSON HEADED STUDS BUTT WELDED TO STEEL PLATE. LIVE LOAD ...................... 30 PSF B. ALL HOLLOW CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM-C,90, "STANDARQ ^§F ECIFIC01 1045 FOR 0 DEAD LOAD ...................... 20 P ROOF) p HOLLOW LOAD BEARING CONCRETE MASONRY UNITS ". • `" " •' • ♦ • • r • • • • o ............. . 10 PSF ..... SF (� CEILING) C4 WITH A NET AREA COMPERSSIVE STRENGHT OF MASONRY UNITS OF 19QG "FSI W B. SECOND FLOOR LOADS: C. MORTAR SHALL COMPLY WITH ASTM C 270, TYPE "M ", WITH A MINIMUM AVERAGE STRENG7ri- vr' 2303025;. W`••' Ex LIVE LOAD 0 TERRACES do STAIRS........... 100 PSF 0 60 PSF D. CONCRETE MASONRY STRENGTH, f m, SHALL BE A MINIMUM OF 1500 PSI. LIVE LOAD ELSEWHERE ........................... 40 PSF E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA METER LAP SPLICES. PROVIDE CLEAN OUT HOLES Z DEAD SUPERIMPOSED LOAD @ TERRACES do STAIRS ..................... 20 PSF AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. ~ ca DEAD SUPERIMPOSED LOAD ELSEWHERE .......... ............................... 38 PSF F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530 -99 AND A. C. WIND LOADS: IN ACCORDANCE WITH ASCE 7 -98 [BUILDING CATEGORY II; 146 MPH WIND SPEED; EXPOSURE C; ACI 530.1 -99. FILLING OF CELLS SHALL BE DONE IN MAX. FOUR FOOT LIFTS WITH A MAXIMUM IMPORTANCE FACTOR I - 1.0]. SEE CALCULATIONS FOR ADDITIONAL INFORMATION. POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT- FILLED CELLS GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE 3. ELEVATION DATUM: BETWEEN 8" AND 11". ALL ELEVATIONS ON THESE STRUCTURAL DRAWINGS REFER TO TOP OF INTERIOR FLOOR AT 0' -0" G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO. 9 LADDER -TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND 4. DIMENSIONS AND CONDITIONS: REINFORCING A MINIMUM OF 4 INCHES INTO ALL COLUMNS. A ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION. ANY H. LINTELS: ANY C.M.0 WALL OPENINGS WHICH ARE NOT OTHERWISE FRAMED WITH CONCRETE SHALL HAVE B" x 8" DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT. WRITTEN DIMENSIONS TAKE CONCRETE LINTELS CAST -IN -PLACE WITH 2 #5 BOTTOM. EXTEND REINFORCEMENT MINIMUM 6" PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE, REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER. PAST OPENING AND CAST IN GROUT. LINTEL SHALL HAVE MINIMUM 8" BEARING ON ADJACENT COLUMN OR REINFORCED B SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND DIMENSIONS NOT SHOWN CELL. 5 METHODS 1, SAFETY , 8" THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION. I. SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE. PROVIDE 8 x 8 CONCRETE (FORMED OR BOND -BEAM BLOCK) CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY WITH 25 AT MID -DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 6° INTO ADJACENT COLUMN OR MASONRY AND CAST OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES. IN GROUT. H-O 6. PROTECTION OF EXISTING CONSTRUCTION: K. CONTRACTOR SHALL CONTRACT A SPECIAL INSPECTOR TO VERIFY COMPLIANCE FOR ALL GROUTING. 15. STRUCTURAL STEEL: EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT A. MATERIALS: CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT 1. STRUCTURAL TUBING: ASTM A500, GRADE B. d� THEM AND TO PROVIDE FOR SAFETY. 2. ALL OTHER STRUCTURAL STEEL: ASTM A36. 7. CONSTRUCTION LOADS: 3. ANCHOR BOLTS: ASTM A307. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE 4. ALL OTHER BOLTS: ASTM A325. NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. B. STANDARDS: DETAIL C ❑ L , B M. CONFLICTS IN DOCUMENTS: 1. RISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS." IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND FIELD ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 1989. SCALE: 3/4' 1' -0' CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND 2. AWS D1 -1, E -70 SERIES ELECTRODES. DIRECTION BEFORE PROCEEDING. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. C. CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE 9. CONSTRUCTION OBSERVATIONS: DESIGNED IN ACCORDANCE WITH RISC SPECIFICATIONS. d, THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL COMPONENTS (REINFORCEMENT PRIOR TO D. CORROSION CONTROL: ALL STRUCTURAL STEEL, SHALL BE SHOP PAINTED WITH RUST - INHIBITIVE PRIMER. PRIMER CASTING) FROM BOTH THE CITY INSPECTOR AND THE ENSPECTING ENGINEER /ARCHITECT PRIOR TO CONTINUING WITH WORK. SHALL BE TOUCHED UP AFTER ERECTION. ANY STRUCTURAL ITEM NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION. . 10 SHOP DRAWINGS: • 16. STRUCTURAL LUMBER: A. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AS REQUIRED BY THESE NOTES. A. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE, GRADE NO. 2 (ALLOWABLE FB PER NSD -97) OR EQUAL U.O.N. " B. REVIEW AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND B. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY OR PERMANENTLY EXPOSED TO WEATHER SHALL BE PRESSURE APPROVE THE SHOP DRAWINGS FOR COMPLIANCE AND COMPLETENESS BEFORE SUBMITTAL, APPROVAL BY THE ENGINEER PRESERVATIVE TREATED. co OR ARCHITECT IS NOT FOR THE PURPOSE OF APPROVING CHANGES OR SUBSTITUTIONS. THE CONTRACTOR SHALL BE 17. PREFABRICATED WOOD TRUSSES AND GIRDERS: RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION WITH ALL DOCUMENTS AND OTHER TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND FABRICATION OF TRUSSES, GIRDERS AND THEIR 11 1/2" TRADES. CONNECTIONS TO EACH OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS TO RESIST LATERAL 11. EXISTING SOILS, SOILS PREPARATION & ALLOWABLE BEARING: BUCKLING UNDER GRAVITY OR WIND LOADS IS THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. PREFABRICATED WOOD DETAIL C ❑ L C A. ALL FOOTINGS SHALL REST ON UNDISTURBED LIMEROCK LOADS ENDICAT DIRABOVES BE TRUSSES AND GIRDERS DSIHALL BENDES DESIGNED BYNAA FLORIDA- REG SITEREDEEF.B.C. ERR. COMPLETE E B. ALL AREAS OF NEW CONSTRUCTION SHALL BE STRIPPED OF EXISTING CONSTRUCTION TO BE REMOVED, PLANT, TOP CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER AND SUBMITTED TO THE SCALE 3/4' = 1' -0' SOIL AND OTHER DELETERIOUS MATERIAL. WHERE REQUIRED, THE EXISTING SOIL SHALL BE EXCAVATED TO THE BOTTOM ENGINEER -OF- RECORD FOR REVIEW. REVIEW BY THE ENGINEER -OF-- RECORD WILL BE FOR COMPLIANCE WITH DESIGN OF PROPOSED SLAB OR FOOTING ELEVATION. THE CONTRACTOR SHALL VISUALLY INSPECT THE ENTIRE BUILDING AREA. IF CONCEPT ONLY. THE TRUSS MANUFACTURER SHALL NOT ALTER THE FRAMING PLAN WITHOUT THE WRITTEN APPROVAL OF THE SOILS DIFFERENT FROM THOSE INDICATED ABOVE ARE ENCOUNTERED, NOTIFY ENGINEER FOR DIRECTION. THE ENTIRE ENGINEER OF RECORD. AREA, PLUS A FIVE FOOT PERIMETER, SHALL BE THOROUGHLY COMPACTED BY AT LEAST TEN OVERLAPPING PASSES IN TRUSS MANUFACTURER TO USE "COMPONENT AND CLADDING" WIND PRESSURES FOR THE PREFAB WOOD TRUSSES DESIGN. PERPENDICULAR DIRECTIONS OF A VIBRATORY COMPACTOR TO ACHIEVE A MINIMUM OF 95% OF MAXIMUM DENSITY AS TRUSS LAYOUT, SHOP DRAWINGS AND ENGINEERING SHEETS TO BE APPROVED BY THE ARCHITECT AND CITY PRIOR TO TIE BEAM POURING DETERMINED IN ACCORDANCE WITH AASHTO -180C OR ASTM D1557. IF FOOTINGS ARE EXCAVATED AFTER BUILDING AREA 18. PLYWOOD ROOF SHEATHING: COMPACTION, THEN ALL FOOTING BEARING LEVELS SHALL ALSO BE COMPACTED TO MINIMUM OF 95% OF MAXIMUM DENSITY A. PLYWOOD ROOF SHEATHING SHALL BE 5/8 ", EXTERIOR GRADE, SHEATHING, WITH 32/16 APA SPAN RATING. USING A HAND OPERATED VIBRATORY PLATE COMPACTOR. EXISTING CONSTRUCTION SHALL BE CONTINUOUSLY MONITORED B EDGES OF PLYWOOD PANELS SHALL BE TONGUE- AND - GROOVE OR CONTINUOUSLY SUPPORTED WITH WOOD SUBRAFTERS DURING SOIL COMPACTION. IF CRACKING OR OTHER SIGNS OF SETTLEMENT OCCUR, CEASE SOIL COMPACTION AND CONTACT SPANNING BETWEEN PRIMARY FRAMING MEMBERS. ENGINEER. WHERE REQUIRED, CRUSHED LIMEROCK FILL (NO ROCKS GREATER THAN 2 INCHES) SHALL BE PLACED, EXCAVATED MATERIAL MAY BE USED IF FREE OF ORGANIC, MUCK OR OTHER DELETERIOUS MATERIALS. FILL SHALL BE C. LAY PANELS, CONTINUOUS OVER TWO OR MORE SPANS AND WITH FACE GRAIN PERPENDICULAR TO PRIMARY FRAMING PLACED IN MAXIMUM TWELVE -INCH LIFTS. EACH LIFT SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAXIMUM DENSITY. MEMBERS. END JOINTS SHALL OCCUR AT CENTER OF PRIMARY FRAMING MEMBER WITH BOTH PANELS FASTENED TO IT. C. ALL LAYERS OF EXISTING SOILS AND FILL SHALL BE TESTED FOR DENSITY. SUBMIT TEST REPORTS TO THE ENGINEER. END JOINTS SHALL BE STAGGERED D. ALL SOIL PREPARATION WORK SHALL BE MONITORED BY A GEOTECHNICAL ENGINEER, WHO SHALL ISSUE A STATEMENT OF D. FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING MEMBERS USING 10d RING SHANK NAILS. NAIL SPACING COMPLIANCE AFTER COMPLETION OF THE SOILS PREPARATION. SHALL BE SIX - INCHES ON CENTER AND 4" O.C, AT AN 4' -0" WIDE "EDGE ZONE" ALL AROUND THE BUILDING PERIMETER. E. A MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 P.S.F. HAS BEEN USED FOR THIS FOUNDATION DESIGN. 19. FASTENERS FOR VERT. REINF. SPACING A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF FLORIDA SHALL CERTIFY THIS LOAD BEARING CAPACITY A. FASTENERS SHALL BE OF THE TYPE AND SIZE INDICATED IN THIS DRAWING AND SIZE SEE PLAN PRIOR TO POURING THE FOUNDATION B. ALL FASTENERS INCLUDING EXPANSION ANCHORS, SLEEVE ANCHORS, STRAPS, NAILS, SCREWS, ETC SHALL BE GALVANIZED (U.O.N.) AND SCHEDULE 12. POLYETHYLENE SHEET: 20, GENERAL CONTRACTOR TO COORDINATE AND VERIFY ALL DOORS AND WINDOW OPENING DIMENSIONS PRIOR TO POLYETHYLENE SHEET, PLACED CONTINUOUSLY, UNDER CONCRETE SLABS AND BEAMS PLACED ON GROUND SHALL BE START ERECTION OF CONCRETE BLOCK AND THE POURING OF THE CONCRETE SLAB WITH MANUFACTURER 8" LOAD BEARING MINIMUM 6 MIL. THICK. ALL JOINTS SHALL BE LAPPED MINIMUM 12 INCHES AND CONTINUOUSLY TAPED WITH MINIMUM OF AND PRODUCT CONTROL REQUIREMENTS CMU WALL TWO -INCH WIDE VINYL TAPE. 13. CONCRETE (CAST -IN- PLACE): 21. SUBMITALS II A. STANDARDS: ACI 318 -1999, ACI 301 -1999 AND ACI 347 -1994, A. REINFORCING STEEL SHOP DRAWINGS. B. ALL CONCRETE SHALL BE PROPORTIONED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. B. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULATIONS. DOUBLE W.W.F. SLUMP SHALL BE 4" ( +1 ") AND NO WATER SHALL BE ADDED TO THE CONCRETE AT THE SITE. CONCRETE FOR AREAS C. STRUCTURAL STEEL SHOP DRAWINGS. II WHICH WILL REMAIN EXPOSED-TO WEATHER AFTER CONSTRUCTION SHALL HAVE 3% TO 5% ENTRAINED AIR. 0 8" TOP OF FIN. FLOOR. C. THE CONTRACTOR SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER TESTS TOP EINF. m 5' -0" 4" CONC. SLAB ON WELL AS REQUIRED BY THE FLORIDA BUILDING CODE. SUBMIT TEST REPORTS TO THE ENGINEER. - - - - - llo COMPACTED FILL D. CONTRACTOR SHALL PROVIDE ALL FORMING AND TEMPORARY SHORING SHOP DRAWINGS AND CALCULATION SIGNED C - - - I F W/ 6 x 6- W1.4 x W1.4 W.W.F. AND SEALED BY A FLORIDA PROFESSIONAL ENGINEER. I I I I IV I I II r (TYP. U. 0. N.) E. NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE c` CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER. WHERE PIPES OR CONDUITS ARE PERMITTED, LJ GRADE- - -'� -x x x -x -x --- x - THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS O.C. AND SHALL BE LOCATED SO AS NOT TO IMPAIR THE I <` I I / I `I. I- STIRRUPS x x --�x --x ---- -x --x -x ----� STRENGTH OF THE STRUCTURE. AS ACHE ULED i �I I I I ICI ITI 11= F. REINFORCEMENT: ASTM A615, GRADE 60, ASTM A185 FOR WELDED WIRE FABRIC. VAPOR BARRIER - --� I- - - -�-� I -r PROVIDE CLEANOUT III -I I COMPACTED FILL G. CONCRETE COVER OVER REINFORCEMENT: / OPENING TO INSPECT z 1. 3- INCHES WHERE CAST AGAINST EARTH. BOTT. REINF. \ I I ADD REINF, � GROUT FILL, � � 2. 1 -1/2 INCH AT ALL OTHER LOCATIONS (U.O.N.). / I I / TYP. AT FIRST T FILL ( 1 #5 CONT. H. SAW -CUT CONTROL JOINTS SHALL BE MADE WITHIN TWELVE HOURS OF CONCRETE PLACEMENT. \ I I DIAGONAL \ AT EVERY LEVEL I TOP REINF, SEE PLAN IF APPLICABLE I. ALL CONCRETE SHALL BE FINISHED AS APPROPRIATE FOR THE FINISHES INDICATED IN THE ARCHITECTURAL DRAWINGS. • FOOTING (SEE PLAN AND SCHED) J. ALL CONCRETE SHALL BE CURD FOR MINIMUM OF SEVEN DAYS. THE CURING SHALL ENTAIL MAINTENANCE OF THE A. • . 1 c. MOISTURE IN THE CONCRETE, GENERALLY THIS SHALL BE ACCOMPLISHED BY TREATING EXPOSED CONCRETE SURFACES 0 -� -- -- 3 " � CL. I- q. A _ WITH A CHEMICAL CURING COMPOUND IMMEDIATELY AFTER FINISHING AND IMMEDIATELY AFTER REMOVAL OF FORMS. FORMS 4 SHALL BE KEPT MOIST BY FREQUENT WATER SPRAYING PRIOR TO REMOVAL. VERIFY COMPATIBILITY OF CURING COMPOUND T - -( T • A _ 4' Ii WITH PROPOSED FINISHES. -I 3" CL. ,= K ALL CONCRETE SLABS AND BEAMS SHALL HAVE NO HORIZONTAL JOINTS. ANY STOP IN CONCRETE WORK SHALL BE MADE AT CONC. TB UNDISTURBED LIMEROCK CENTER OF SPANS WITH VERTICAL BULKHEADS. I I I CONC. OR L DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN. DOWEL SPLICE 36 DIAM. MIN, BOTT. REINF. SEE SCHEDULE I I I MASONRY COL. M COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS +- +--4 TYPICAL WALL FOOTING D N ABOVE. MINIMUM TIME INTERVAL 3 HOURS. I 3 TIES 0 4" O.C. TYP. I I ALL CONCRETE BEAMS MARKED TB SHALL BE PLACED USING WALLS AS BOTTOM FORMS, AND SHALL HAVE CONTINUOUS I I TOP AND BOTTOM REINFORCING. SPLICES, WHERE NECESSARY, SHALL BE MADE IN MIDDLE 1/3 OF SPAN FOR TOP CLOSED TIES SEE COL. N. T. S. BARS AND END 1/3 OF SPAN FOR BOTTOM BARS. PROVIDE A 40 DIA. LAP MINIMUM AT ALL SPLICES. ALL EXTERIOR SCHEDULE FbR SIZE CORNERS SHALL HAVE 2 #5 x 5' -0" CORNER BARS, ONE TOP AND ONE BOTTOM, BENT AT MID - POINT. AND SPACING STEEL COLUMN SCHEDULE MARK SIZE BOTTOM PLATE TOP PLATE REMARKS DIMENSION (INCH) CONNECTORS DIMENSION (INCH) CONNECTORS 5T -1 TS 4" X 4" X 3/8" 3/4" X 12" X 12" (4) 3/4-DIA KWIK BOLT II OR EQUAL W/ Be MIN EMBED IN CONC. I 7/8" X 14" X 14" (4) 3/4-DIA KWIK BOLT II OR EQUAL W/ 8w MIN EMBED IN CONC. ST -2 TS 4" X 4" X 1/4" 5/8" X 12" X 12" (4) 3/4-DIA KWIK BOLT II OR EQUAL W/ 8" MIN EMBED N CONC. 3/4" X 14" X 14" (4) 3/4-DIA KWIK BOLT II OR EQUAL W/ 8 MIN EMBED IN CONC. z ST -3 -TS 4" X 4" X 5/16" 3/4" X 12" X 12" (4) 3/4-DIA KWIK BOLT II OR EQUAL; W/ 8 MIN EMBED IN CONC. 7/8" X 7 5/8" X 12" (4) 3/4 "DIA KWIK BOLT II OR EQUAL W/ 8 MIN EMBED IN CONC. 0 5T -4 TS 4" X 4" X 3/16" 5/8" X 7 5/8" X 12" USE (4) 3/4-DIA NELSON HEADED STUDS BUTT WELDED TO STEEL PLATE. 1/2 X 12" X COOP WIDTH W/ WOOD MEMBER THICKNESS. SEE DETAIL AND PLAN #3 0 12" HAIR PINS 1 1/2" CL Y_ TYP. • 6 BARS COL, DETAIL H. ............ T #3 0 8" HAIR PINS 1 1/2" CL C:Ln- 8 TYP. BARS COL, DETAIL N.T.S. TYPICAL ARCH DETAIL SCALE: 1/2" = 1' -0" TI ITT A /YTr% T t-1 A T T T ^ 'M T1 STRUCTURAL ENGINEER FLORIDA CERTIFICATE NO, 56755 1800 SW 27 Ave, # 401 Miami, Florida 33145 Phi (305) 648--9008 Faxl(305) 648 -9128 E -MAID I jcpeEbeRsou th,net _ FFR� 2 O 2006:,, - [-CONSULTING: I w c� <r n b I LJi J H z W 0 �� w N U z 0 p V) o 4-> C4 GN o W w i 3 CN Ex (/5 0 [-CONSULTING: I U W � o L0 z t H to LD u , O d " LD N u) Do 00 c� c� <r n V I LJi J H z W LLJ �� w U Lj p I---, 4-> C4 GN o W Lr i 3 CN (/5 0 M c) W LoLnIn Z ID 0 M ~ ca in � w ry UJI Z A. o I U W � o L0 z t H to LD u , O d " LD N u) Do 00 RIGHT AND L ELEVA SCALE AS SHOWN DRAWN MA .rw 2005 SATE 15/08/05 SHEET: S-5 5 OF: 6 V RIGHT AND L ELEVA SCALE AS SHOWN DRAWN MA .rw 2005 SATE 15/08/05 SHEET: S-5 5 OF: 6