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05-141-019FOOTING SCHEDULE MARK SIZE L x W x THICKNESS DEPTH REINFORCEMENT REMARKS BOTTOM JR TOP SHORT BAR LONG BAR SHORT BAR LONG BAR TE 8" x CONT 12" -- -- 1#5 SEE DETAIL 4 #5 THIKENED EDGE WF -16 16" x CONT 12" - -- 2 #5 )-5 8" X 16" WF -20 20" x CONT 12" - -- 2 #5 6 #5 #3 @ 8" WF -20T 20" x CONT 12" - -- 2 #5 - -- 2 #5 WF -24 24" x CONT 12" #3 @ 24" 3 #5 #3 @ a" C -1 WF -24 T 24" x CONT 12" #3 @ 24" 3 #5 #3 @ 24" 3 #5 #3 @ 8" WF -28 T 28" x CONT 12" #3 @ 24" 3 #5 #3 @ 24" 3 #5 SEE DETAIL WF -36 36" x CONT 12" #3 @ 10" 5 #4 #3 @ 10" 5 #4 WF --36T 36" x CONT 12" #3 @ 10" 5 #4 #3 @ 10" 5 #4 9 # 6 F3.0 3' -0" x 3' -0" 12" 5 #4 5 #4 #3 @ a„ C-1 F3.5 3' -6" x 3' -6" 12" 5 #4 5 #4 SEE DETAIL 8 # 5 #3 @ a" F4.0 4' -0" x 4' -0" 12" 6 #4 6 #4 C -21 SEE DETAIL F4.5 4' -6" x 4' -6" 12" 6 #4 6 #4 6 # 5 #3 @ 8" F5.0 5' -0" x 5' -0" 12" 7 #4 7 #4 OSEE DETAIL 4 # 6 F5.5 5' -6" x 5' -6" 12 "MIN 7 #4 7 #4 #3 @ 16" SEE DETAIL 9/S -7 F5.0 -8.0 5--0" x 8' -0" 12" 11#4 7 #4 11#4 7 #4 #3 @8" F3.0 -8.0 3' -0" x 8'--0" 12" 11#4 5 #4 11#4 5#4 1 #5 IN GROUT FILLED 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. COLUMN SCHEDULE SIZE REINFORCEMENT REMARKS VERTICAL OR BASE PLATE (INCH) TIES OR CAP PLATE INCH JR 8" X 12" 4 #5 #3 @ 8" 8" X 10" 4 #5 #3 @ a" TC -3 SEE DETAIL 4 #5 #3 @ 8" TC -4 ar, X 14" 4 #5 #3 @ 8" )-5 8" X 16" 6 #5 #3 @ a" Q) �6 8" X 17" 6 #5 #3 @ 8" R SEE DETAIL 9 #5 #3 @ a" TC-8 NOT USED TC -9 8" X 24" 6 #6 #3 @ a" C -1 8" X 41 " 8 #6 #3 @ 8" C -11 SEE DETAIL 11# 5 #3 @ 8" c -1 SEE DETAIL 6 #6 #3 @ 8" c -1 SEE DETAIL 11 # 5 #3 @ 8" C -1 SEE DETAIL 5 # 6 #3 @ a" C -1 SEE DETAIL 9 # 6 #3 @ 8" 01 SEE DETAIL 9 # 6 #3 @ a" c-1 SEE DETAIL 5 # 5 #3 @ a„ C-1 SEE DETAIL 8 # 5 #3 @ 8" C -1 SEE DETAIL 8 # 5 #3 @ a" C-2 SEE DETAIL 10 # 5 #3 © 8" C -21 SEE DETAIL a # 5 #3 @ a" C -2 8" X 20" 6 # 5 #3 @ 8" O SEE DETAIL 4 # 5 #3 @ a" OSEE DETAIL 4 # 6 #3 @ 8" UC SEE DETAIL 8 # 5 #3 @ 16" O SEE DETAIL 10 # 5 #3 @ 8" O 8"X8" 4 #5 #3 @8" OF a" X 1 a" 6 # 5 #3 @ 8" (C-A 1 #5 IN GROUT FILLED CELLS, SEE PLAN FOR SPACIN G. C- 11 #6 IN GROUT FILLED CELLS, SEE PLAN FOR SPACING. C -2 2 #5 IN TWO GROUT FILLED CELLS C -2 2 #6 IN TWO GROUT FILLED CELLS C -3 3 #6 IN TWO GROUT FILLED CELLS 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 b �' • v';�'' 4 1 1 8" j #2 @ 8" HAIR PINS TYP DETAIL COL. TC -11 SCALE 3/4" = V -0" a" N #2 @ 8" HAIR PINS DETAIL COL. SCALE 3/4" = V -0" N Ln 4" 8" 1' -0" TC -12 2 @ 8" HAIR PINS P DETAIL COL. TC -13 SCALE 3/4" = 1' -0" 1' -4rr b 5 1/2" 11 1/2" DETAIL COL. TC -14 SCALE 3/4" = V -0" 1' -7" I N 11" • c, a" DETAIL COL. TC -15 SCALE 3/4" = 1' -0" b . . • r 2' -4" DETAIL COL. TC -16 SCALE 3/4" = 1' -0" tK r F N DETAIL COL. TC -17 SCALE 3/4" = 1' -0" i i i u W V• • V V V V V V V V u U V y • Y V • V V • f• U W V u y • VVw VVf uvV V VVV Y u V V V V y u u• V Vi.V •VUVV Vu YUVV v 4 V V V • U • •VVV • Y y • V V V V U u f V V lY V V V V ­6 f V W V U• V • GENERAL STRUCTURAL NOTES 1. CODES: 15. CONCRETE MASONRY WORK: ALL WORK SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2001 EDITION, AND ALL OTHER APPLICABLE LOCAL A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD BEARING WALLS, U.O.N. MASONRY WALLS SHALL BE IN PLACE BEFORE THE SLABS AND BEAMS SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETE TIE COLUMNS CODES. FRAMING THEM. 2. DESIGN CRITERIA: B. ALL HOLLOW CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C 90, "STANDARD SPECIFICATIONS FOR A. ROOF LOADS: HOLLOW LOAD BEARING CONCRETE MASONRY UNITS ". LIVE LOAD ...................... 30 PSF WITH A NET AREA COMPERSSIVE STRENGHT OF MASONRY UNITS OF 1900 PSI DEAD LOAD ...................... 20 PSF(@ ROOF) C. MORTAR SHALL COMPLY WITH ASTM C 270, TYPE "M ", WITH A MINIMUM AVERAGE STRENGTH OF 2800 PSI. 10 PSF (@ CEILING) B. SECOND FLOOR LOADS: D. CONCRETE MASONRY STRENGTH, f' m, SHALL BE A MINIMUM OF 1500 PSI. LIVE LOAD @TERRACES do STAIRS........... 100 PSF E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA METER LAP SPLICES. PROVIDE CLEAN OUT HOLES LIVE LOAD ELSEWHERE 40 PSF AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. .......................... DEAD SUPERIMPOSED LOAD @TERRACES do STAIRS ..................... 20 PSF F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530-99 DEAD SUPERIMPOSED LOAD ELSEWHERE 38 PSF ACI 530.1 -99. FILLING OF CELLS SHALL BE DONE IN MAX. FOUR FOOT LIFTS WITH A MAXIMUM ••••..•••••..•.•.•"'""""""""•• POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT- FILLED CELLS C. WIND LOADS: IN ACCORDANCE WITH ASCE 7--98 [BUILDING CATEGORY II; 146 MPH WIND SPEED; EXPOSURE C; GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE IMPORTANCE FACTOR I = 1.0]. SEE CALCULATIONS FOR ADDITIONAL INFORMATION. BETWEEN a" AND 11". IMPORTANCE FACTOR FOR PR ACY WALL CALC. I = 0.77 G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO. 9 3. ELEVATION DATUM: LADDER -TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND ALL ELEVATIONS ON THESE STRUCTURAL DRAWINGS REFER TO TOP OF INTERIOR FLOOR AT 0' -0" REINFORCING A MINIMUM OF 4 INCHES INTO ALL COLUMNS. H. LINTELS: ANY C.M.0 WALL OPENINGS WHICH ARE NOT OTHERWISE FRAMED WITH CONCRETE SHALL HAVE 8" x a" 4. DIMENSIONS AND CONDITIONS: CONCRETE LINTELS (CAST -IN- PLACE, PRECAST OR U- BLOCK) WITH 2 #5 BOTTOM. EXTEND REINFORCEMENT MINIMUM 6" A ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION. ANY PAST OPENING AND CAST IN GROUT, LINTEL SHALL HAVE MINIMUM 8" BEARING ON ADJACENT COLUMN OR REINFORCED DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION 'OF THE ARCHITECT. WRITTEN DIMENSIONS TAKE CELL. PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE, REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER. I. SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE. PROVIDE 8" x 8" CONCRETE (FORMED OR BOND -BEAM BLOCK) B SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND, DIMENSIONS NOT SHOWN WITH 2 #5 AT MID -DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 6" INTO ADJACENT COLUMN OR MASONRY AND CAST 5. METHODS do SAFETY: IN GROUT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION. K. CONTRACTOR SHALL CONTRACT A SPECIAL INSPECTOR TO VERIFY COMPLIANCE FOR ALL GROUTING. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY 16. STRUCTURAL STEEL: OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES. A. MATERIALS: 6. PROTECTION OF EXISTING CONSTRUCTION: i 1. STRUCTURAL TUBING: ASTM A500, GRADE B. EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT 2. ALL OTHER STRUCTURAL STEEL: ASTM A36. CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT 3. ANCHOR BOLTS: ASTM A307. THEM AND TO PROVIDE FOR SAFETY. 4. ALL OTHER BOLTS: ASTM A325. 7. CONSTRUCTION LOADS: B. STANDARDS: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE 1. AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS." NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 1989. 8. CONFLICTS IN DOCUMENTS: 2. AWS D1 -1, E -70 SERIES ELECTRODES. IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND FIELD C. CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE CONDITIONS OR OTHERWISE, THE CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND DIRECTION BEFORE PROCEEDING, THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND DESIGNED IN ACCORDANCE WITH RISC SPECIFICATIONS. STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. D. CORROSION CONTROL: ALL STRUCTURAL STEEL, SHALL BE SHOP PAINTED WITH RUST -- INHIBITIVE PRIMER. PRIMER 9. CONSTRUCTION OBSERVATIONS: SHALL BE TOUCHED UP AFTER ERECTION. THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL COMPONENTS (REINFORCEMENT PRIOR TO 17, STRUCTURAL LUMBER: CASTING) FROM BOTH THE CITY INSPECTOR AND THE ENSPECTING ENGINEER /ARCHITECT PRIOR TO CONTINUING WITH WORK. A. ALL STRUCTURAL LUMBER SHALL BE SOUTHERN PINE, GRADE NO. 2 (ALLOWABLE FB PER NSD -97) OR EQUAL U.O.N. ANY STRUCTURAL ITEM NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION. B. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY OR PERMANENTLY EXPOSED TO WEATHER SHALL BE PRESSURE 10. SHOP DRAWINGS: PRESERVATIVE TREATED. A. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AS REQUIRED BY THESE NOTES. 18. PREFABRICATED WOOD TRUSSES AND GIRDERS: B. REVIEW AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND FABRICATION OF TRUSSES, GIRDERS AND THEIR A CONNECTIONS TO EACH OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS TO RESIST LATERAL APPROVE THE SHOP DRAWINGS FOR COMPLIANCE AND COMPLETENESS BEFORE SUBMITTAL. APPROVAL BY THE ENGINEER OR ARCHITECT IS NOT FOR THE PURPOSE OF APPROVING CHANGES OR SUBSTITUTIONS. THE CONTRACTOR SHALL BE BUCKLING UNDER GRAVITY OR WIND LOADS IS THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. PREFABRICATED WOOD TRUSSES AND GIRDERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE S.F.B.C. FOR THE RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION WITH ALL DOCUMENTS AND OTHER LOADS INDICATED ABOVE. TRUSSES AND GIRDERS SHALL BE DESIGNED BY A FLORIDA - REGISTERED ENGINEER. COMPLETE TRADES. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER AND SUBMITTED TO THE 11. EXISTING SOILS, SOILS PREPARATION & ALLOWABLE BEARING: ENCINEER-OF- RECORD FOR REVIEW. REVIEW BY THE ENGINEER -OF- RECORD WILL BE FOR COMPLIANCE WITH DESIGN A. INFORMATION ABOUT THE SOILS ON THIS SITE IS PRESENTED IN A REPORT PREPARED BY CONCEPT ONLY. THE TRUSS MANUFACTURER SHALL NOT ALTER THE FRAMING PLAN WITHOUT THE WRITTEN APPROVAL OF THE DATED ENGINEER OF RECORD, THE CONTRACTOR SHALL REVIEW THIS REPORT AND FOLLOW ITS RECOMMENDATIONS TRUSS MANUFACTURER TO USE "COMPONENT AND CLADDING" WIND PRESSURES FOR THE PREFAB WOOD TRUSSES DESIGN. UNLESS OTHERWISE INDICATED IN THESE DRAWINGS. B. WITH THE SOILS PREPARATION DESCRIBED IN THE REPORT, AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF MAY BE 19. PLYWOOD ROOF SHEATHING: USED IN THE FOUNDATION DESIGN FOR SUPPORTING THE STRUCTURE ON SPREAD FOOTINGS. A PROFESSIONAL GEOTECHNICAL A. PLYWOOD ROOF SHEATHING SHALL BE 5/8 ", EXTERIOR GRADE, SHEATHING, WITH 32/16 APA SPAN RATING. ENGINEER REGISTERED IN THE STATE OF FLORIDA SHALL CERTIFY THIS SOIL CAPACITY PRIOR OF THE POURING OF THE FOUND. B. EDGES OF PLYWOOD PANELS SHALL BE TONGUF- AND -GROOVE OR CONTINUOUSLY SUPPORTED WITH WOOD SUBRAFTERS C. ALL GEOTECHNICAL WORK MUST BE PERFORMED UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER SPANNING BETWEEN PRIMARY FRAMING MEMBERS. TO VERIFY COMPLIANCE WITH THE DESIGN CONCEPTS, SPECIFICATIONS AND RECOMENDATIONS C. LAY PANELS, CONTINUOUS OVER TWO OR MORE SPANS AND WITH FACE GRAIN PERPENDICULAR TO PRIMARY FRAMING WHO SHALL ISSUE A STATEMENT OF COMPLIANCE AFTER COMPLETION OF THE SOILS PREPARATION. MEMBERS. END JOINTS SHALL OCCUR AT CENTER OF PRIMARY FRAMING MEMBER WITH BOTH PANELS FASTENED TO IT. 13. POLYETHYLENE SHEET: END JOINTS SHALL BE STAGGERED POLYETHYLENE SHEET, PLACED CONTINUOUSLY, UNDER CONCRETE SLABS AND BEAMS PLACED ON GROUND SHALL BE D, FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING MEMBERS USING 10d RING SHANK NAILS. NAIL SPACING MINIMUM 6 MIL. THICK. ALL JOINTS SHALL BE LAPPED MINIMUM 12 INCHES AND CONTINUOUSLY TAPED WITH MINIMUM OF SHALL BE SIX - INCHES ON CENTER AND 4" Q.C. AT AN 4' -0" WIDE "EDGE ZONE" ALL AROUND THE BUILDING PERIMETER. TWO -INCH WIDE VINYL TAPE. LACE): 20. 2 X 6TONGUE- AND - GROOVE ROOF SHEATHING: 14. CONCRETE (CAST -IN- P A. STANDARDS: ACI LACE): 99, ACI 301 -1999 AND ACI 347 -1994. 2 x 6 TONGUE -AND- GROOVE SHEATHING SHALL BE NOMINAL 2 x 6 TONGUE- AND - GROOVE BOARDS, B. ALL CONCRETE SHALL BE PROPORTIONED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. SOUTHERN PINE, MINIMUM GRADE N0. 1. BUTT JOINTS SHALL OCCUR OVER RAFTERS AND SHALL BE SLUMP SHALL BE 4" (+l") AND NO WATER SHALL BE ADDED TO THE CONCRETE AT THE SITE. CONCRETE FOR AREAS STAGGERED. EACH BOARD SHALL BE NAILED TO EACH RAFTER WITH (2) 16d NAILS. ALL TONGUES WHICH WILL REMAIN EXPOSED-TO WEATHER AFTER CONSTRUCTION SHALL HAVE 3% TO 5% ENTRAINED AIR. SHALL BE FULLY SEATED IN GROOVES. C. THE CONTRACTOR SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER TESTS 21. FASTENERS AS REQUIRED BY THE FLORIDA BUILDING CODE. SUBMIT TEST REPORTS TO THE ENGINEER. A. FASTENERS SHALL BE OF THE TYPE AND SIZE INDICATED IN THIS DRAWING D. CONTRACTOR SHALL PROVIDE ALL FORMING AND TEMPORARY SHORING SHOP DRAWINGS AND CALCULATION SIGNED B. ALL FASTENERS INCLUDING EXPANSION ANCHORS, SLEEVE ANCHORS, STRAPS, NAILS, SCREWS, ETC SHALL BE GALVANIZED (U.O.N.) AND SEALED BY A FLORIDA PROFESSIONAL ENGINEER. 22. GENERAL CONTRACTOR TO COORDINATE AND VERIFY ALL DOORS AND WINDOW OPENING DIMENSIONS PRIOR TO E. NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE START ERECTION OF CONCRETE BLOCK AND THE POURING OF THE CONCRETE SLAB WITH MANUFACTURER CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER. WHERE PIPES OR CONDUITS ARE PERMITTED, AND PRODUCT CONTROL REQUIREMENTS THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS O.C. AND SHALL BE LOCATED SO AS NOT TO IMPAIR THE 23. SUBMITALS STRENGTH OF THE STRUCTURE. A. REINFORCING STEEL SHOP DRAWINGS. F. REINFORCEMENT: ASTM A615, GRADE 60, ASTM A115 FOR WELDED WIRE FABRIC. B. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULATIONS. G. CONCRETE COVER OVER REINFORCEMENT: C. STRUCTURAL STEEL SHOP DRAWINGS. 1. 3- INCHES WHERE CAST AGAINST EARTH. D. FORMING AND TEMPORARY SHORING SHOP DRAWINGS. 2. 1 -1/2 INCH AT ALL OTHER LOCATIONS (U.0,N.). 1' -10" H. SAW -CUT CONTROL JOINTS SHALL BE MADE WITHIN TWELVE HOURS OF CONCRETE PLACEMENT. I. ALL CONCRETE SHALL BE FINISHED AS APPROPRIATE FOR THE FINISHES INDICATED IN THE ARCHITECTURAL DRAWINGS. J. ALL CONCRETE SHALL BE CURED FOR MINIMUM OF SEVEN DAYS. THE CURING SHALL ENTAIL MAINTENANCE OF THE 00 , o MOISTURE IN THE CONCRETE. GENERALLY THIS SHALL BE ACCOMPLISHED BY TREATING EXPOSED CONCRETE SURFACES WITH A CHEMICAL CURING COMPOUND IMMEDIATELY AFTER FINISHING AND IMMEDIATELY AFTER REMOVAL OF FORMS. FORMS • SHALL BE KEPT MOIST BY FREQUENT WATER SPRAYING PRIOR TO REMOVAL, VERIFY COMPATIBILITY OF CURING COMPOUND 2' -8" WITH PROPOSED FINISHES. 1' -2" 8" K NF SPANS WITH VERTICAL BULKHEADS. SHALL � NO HORIZONTAL JOINTS, ANY STOP IN CONCRETE WORK SHALL BE MADE AT CENTER O DETAIL COL. TC - 21. 00 0 L DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN. DOWEL SPLICE 36 DIAM. MIN. SCALE 3/4" = 1' -0" -� M COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS ABOVE. MINIMUM TIME INTERVAL 3 HOURS. l'-8" 2' -0" a N ALL CONCRETE BEAMS MARKED TB SHALL BE PLACED USING WALLS AS BOTTOM FORMS, AND SHALL HAVE CONTINUOUS " TOP AND FOR WHERE NECESSARY, SHALL BE PROVIDE A 40 DIA. MADE IN SPAN EOXRER OR 6O o DETAIL COL. TC - 2 0 8rr CORNERS SHALL HAVE 2 #5 x 5' -0" CORNER BARS, ONE TOP AND ONE BOTTOM, BENT AT MID - POINT. _ • SCALE 3/4" = V -0" 1 r_2rr 8rr � 8" 4" 8rr p DETAIL COL. TC--19 o - SCALE 3/4" = 1' -0" DETAIL COL. TC- 7 1 -6 1/2 SCALE 3/4" = 1' -0" DETAIL COL. TC -18�` 1' -2" SCALE 3/4" = V -0" 4 r, 1' -2" q • 10" • so a 1/2" oa �:4 DETAIL COL. B DETAIL COL. TC-- -3 DETAIL COL. A SCALE 3/4" = V -0" SCALE 3/4" = V -0" SCALE 3/4" = V -0" DETAIL COL. C SCALE 3/4" = V -0" CD i i DETAIL COL. D SCALE 3/4" = V -0" IGNACIO J. CALVO P.E. STRUCTURAL ENGINEER FLORIDA CERTIFICATE NO. 56755 2333 Brickell Ave. J902 Miami, Florida 3 129 Ph: (305) 8660 -9737 Fax: (305) 860 -3659 Bp: (305) 701 -5009 E-MAIL: 1calva®earthlink.net DAVID SCOTT " AUTMAN A B C H I T f E C T 5665 SW 73 ST N4 MIAMI, FLORIDA 33143 305 -467 -0616 TEL 305 -966 -5162 FAX REVISIONS Q) �6 0 MAL S5 curr /WATERH i -24 -04