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14-1164-0058 CO F ICTS N DOC E N L I UM NTS. IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND FIELD 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 STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. 9. CONSTRUCTION OBSERVATIONS: THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL COMPONENTS (REINFORCEMENT PRIOR TO CASTING) FROM BOTH THE CITY INSPECTOR AND THE ENSPECTING ENGINEER /ARCHITECT PRIOR TO CONTINUING WITH WORK. ANY STRUCTURAL ITEM NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION. 10. SHOP DRAWINGS: A. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AND /OR NOA AS REQUIRED BY THESE NOTES. B. REVIEW AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND 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 RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION WITH ALL DOCUMENTS AND OTHER TRADES. 14. CONCRETE (CAST -IN- PLACE): A. STANDARDS: ACI 318 -2002, ACI 301 -1999 AND ACI 347 -2002 B. ALL CONCRETE SHALL BE PROPORTIONED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS. W/A WATER/ CEMENT RATIO OF 0.40. C. THE CONTRACTOR SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER TESTS AS REQUIRED BY THE FLORIDA BUILDING CODE. SUBMIT TEST REPORTS TO THE ENGINEER. D. CONTRACTOR SHALL PROVIDE ALL FORMING AND TEMPORARY SHORING SHOP DRAWINGS AND CALCULATION SIGNED AND SEALED BY A FLORIDA PROFESSIONAL ENGINEER. E. NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER. WHERE PIPES OR CONDUITS ARE PERMITTED, THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS O.C. AND SHALL BE LOCATED SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE. F. REINFORCEMENT: ASTM A615, GRADE 60, ASTM A185 FOR WELDED WIRE FABRIC. G. CONCRETE COVER OVER REINFORCEMENT: 1. 3- INCHES WHERE CAST AGAINST EARTH. 2. 1 -1/2 INCH AT ALL OTHER LOCATIONS (U.O.N.). 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 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 WITH PROPOSED FINISHES. K ALL CONCRETE SLABS AND BEAMS SHALL HAVE NO HORIZONTAL JOINTS. ANY STOP IN CONCRETE WORK SHALL BE MADE AT CENTER OF SPANS WITH VERTICAL BULKHEADS. L DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN. DOWEL SPLICE 36 DIAM. MIN M COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS ABOVE. MINIMUM TIME INTERVAL 3 HOURS. 15. CONCRETE MASONRY WORK: 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 FRAMING THEM. B. ALL HOLLOW CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C 90, "STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS ". WITH A NET AREA COMPEESSIVE STRENGHT OF MASONRY UNITS OF 1900 PSI C. MORTAR SHALL COMPLY WITH ASTM C 270, TYPE "M ", WITH A MINIMUM AVERAGE STRENGTH OF 2800 PSI. D. CONCRETE MASONRY STRENGTH, f m, SHALL BE A MINIMUM OF 1500 PSI. E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA METER LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACC 530 -02 AND ACI 530.1 -02. 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 GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE BETWEEN 8" AND 11 ". G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO. 9 LADDER -TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND 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 8" CONCRETE LINTELS CAST -IN- PLACE WITH 2 #5 BOTTOM. EXTEND REINFORCEMENT MINIMUM 6" PAST OPENING AND CAST IN GROUT. LINTEL SHALL HAVE MINIMUM 8" BEARING ON ADJACENT COLUMN OR REINFORCED CELL I. SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE. PROVIDE 8" x 8" CONCRETE (FORMED OR BOND -BEAM BLOCK) WITH 2 #5 AT MID -DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 6" INTO ADJACENT COLUMN OR MASONRY AND CAST IN GROUT. K. CONTRACTOR SHALL CONTRACT A SPECIAL INSPECTOR TO VERIFY COMPLIANCE FOR ALL GROUTING. LOH Luis O. DE LA H ®z PE# 73932 8857 NW 178TH ST MIAMI, FL 33018 PHONE: (305) 903-8816 LODELAHOY @YAHOO.ES .••O- ago'••. r O i :D • * •• •• • S10����� Luis 0. de la Hoz, PE Lic# 73932 Uj a Z44,I;.- is C4 W cma (D C'3aLo� Zt H• lit co ky Lo W Drawing Title GENERAL NOTES Cad File Name Sheet Number S -1 GENERAL STRUCTURAL NOTES 1. C CODES: ALL WORK SHALL CONFORM TO THE FLORIDA BUILDING CODE, 2010 EDITION, ASCE 7 -10 AND ALL OTHER APPLICABLE LOCAL 1 16. STRUCTURAL STEEL; 2. D DESIGN CRITERIA: A A. M MATERIALS: 1. STRUCTURAL TUBING: ASTM A500, GRADE B. A. WIND LOADS; 2 2. ALL OTHER STRUCTURAL STEEL: ASTM A36. BASIC WIND SPEED, V ...................... 175 MPH 3 3. ANCHOR BOLTS: ASTM A307. RISK CATEGORY ................................. II 4 4. ALL OTHER BOLTS: ASTM A325. EXPOSURE CATEGORY ........................ C 5 5. ALL EXTERIOR STEEL SHAPES, PLATES, NUTS, BOLTS, WASHERS SHALL BE HOT - DIPPED GALVANIZED. WIND DIRECTINALITY FACTOR, Kd ...... 0.85 B B. S STANDARDS: TOPOGRAPHIC FACTOR, Kzt ............... 1.00 1 1. AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS." ALLOWABLE BEARING CAPACITY........... 2000 Lb /SFT A ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 1989. 2. AWS D1 -1, E -70 SERIES ELECTRODES. 3. E ELEVATION DATUM: 2 C. C CONNECTIONS: ANY STRUCTURAL STEEL CONNECTIONS WHICH ARE NOT DETAILED ON THESE DRAWINGS SHALL BE ALL ELEVATIONS ON THESE STRUCTURAL DRAWINGS REFER TO TOP OF INTERIOR FLOOR AT 0' -0" D DESIGNED IN ACCORDANCE WITH AISC SPECIFICATIONS. D. C CORROSION CONTROL: ALL STRUCTURAL STEEL, SHALL BE SHOP PAINTED WITH RUST - INHIBITIVE PRIMER. PRIMER 4. D DIMENSIONS AND CONDITIONS: S SHALL BE TOUCHED UP AFTER ERECTION. A ALL DIMENSIONS AND CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD PRIOR TO CONSTRUCTION, ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALE. SCALE IS FOR GUIDELINE PURPOSES ONLY. IF DIMENSIONS ARE UNCLEAR, DO NOT SCALE, REQUEST CLARIFICATION FROM THE ARCHITECT OR ENGINEER. B SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND DIMENSIONS NOT SHOWN 5. M METHODS & SAFETY; THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL COORDINATE THE STRUCTURAL WORK WITH THE WORK OF ALL OTHER TRADES. 6. P PROTECTION OF EXISTING CONSTRUCTION; EXISTING CONSTRUCTION WHICH IS TO REMAIN SHALL NOT BE DAMAGED. CONTRACTOR SHALL LOCATE AND PROTECT CONCEALED PIPES AND CONDUITS PRIOR TO DEMOLITION AND EXCAVATION AND TAKE APPROPRIATE ACTION TO PROTECT THEM AND TO PROVIDE FOR SAFETY. 7. C CONSTRUCTION LOADS: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. N L I UM NTS. IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND FIELD 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 STRUCTURAL DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. 9. CONSTRUCTION OBSERVATIONS: THE CONTRACTOR SHALL OBTAIN APPROVAL INSPECTIONS OF ALL STRUCTURAL COMPONENTS (REINFORCEMENT PRIOR TO CASTING) FROM BOTH THE CITY INSPECTOR AND THE ENSPECTING ENGINEER /ARCHITECT PRIOR TO CONTINUING WITH WORK. ANY STRUCTURAL ITEM NOT APPROVED BY BOTH MAY BE SUBJECT TO REMOVAL AND RECONSTRUCTION. 10. SHOP DRAWINGS: A. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT COMPLETE SHOP DRAWINGS AND /OR NOA AS REQUIRED BY THESE NOTES. B. REVIEW AND APPROVAL OF SHOP DRAWINGS IS FOR THE DESIGN CONCEPT ONLY. THE CONTRACTOR SHALL CHECK AND 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 RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, JOB CONDITIONS, AND COORDINATION WITH ALL DOCUMENTS AND OTHER TRADES. 14. CONCRETE (CAST -IN- PLACE): A. STANDARDS: ACI 318 -2002, ACI 301 -1999 AND ACI 347 -2002 B. ALL CONCRETE SHALL BE PROPORTIONED TO ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS. W/A WATER/ CEMENT RATIO OF 0.40. C. THE CONTRACTOR SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER TESTS AS REQUIRED BY THE FLORIDA BUILDING CODE. SUBMIT TEST REPORTS TO THE ENGINEER. D. CONTRACTOR SHALL PROVIDE ALL FORMING AND TEMPORARY SHORING SHOP DRAWINGS AND CALCULATION SIGNED AND SEALED BY A FLORIDA PROFESSIONAL ENGINEER. E. NO PIPES OR CONDUITS EXCEEDING 1/3 THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDDED IN THE CONCRETE FLOOR WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER. WHERE PIPES OR CONDUITS ARE PERMITTED, THEY SHALL BE PLACED NO CLOSER THAN THREE DIAMETERS O.C. AND SHALL BE LOCATED SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE. F. REINFORCEMENT: ASTM A615, GRADE 60, ASTM A185 FOR WELDED WIRE FABRIC. G. CONCRETE COVER OVER REINFORCEMENT: 1. 3- INCHES WHERE CAST AGAINST EARTH. 2. 1 -1/2 INCH AT ALL OTHER LOCATIONS (U.O.N.). 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 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 WITH PROPOSED FINISHES. K ALL CONCRETE SLABS AND BEAMS SHALL HAVE NO HORIZONTAL JOINTS. ANY STOP IN CONCRETE WORK SHALL BE MADE AT CENTER OF SPANS WITH VERTICAL BULKHEADS. L DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN. DOWEL SPLICE 36 DIAM. MIN M COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS ABOVE. MINIMUM TIME INTERVAL 3 HOURS. 15. CONCRETE MASONRY WORK: 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 FRAMING THEM. B. ALL HOLLOW CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C 90, "STANDARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS ". WITH A NET AREA COMPEESSIVE STRENGHT OF MASONRY UNITS OF 1900 PSI C. MORTAR SHALL COMPLY WITH ASTM C 270, TYPE "M ", WITH A MINIMUM AVERAGE STRENGTH OF 2800 PSI. D. CONCRETE MASONRY STRENGTH, f m, SHALL BE A MINIMUM OF 1500 PSI. E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA METER LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS FOR LAP INSPECTION AND TO VERIFY THAT THE CELLS HAVE BEEN FILLED SOLID WITH GROUT. F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACC 530 -02 AND ACI 530.1 -02. 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 GROUT SHALL CONFORM TO ASTM C476. SLUMP SHALL BE BETWEEN 8" AND 11 ". G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO. 9 LADDER -TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE. EXTEND 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 8" CONCRETE LINTELS CAST -IN- PLACE WITH 2 #5 BOTTOM. EXTEND REINFORCEMENT MINIMUM 6" PAST OPENING AND CAST IN GROUT. LINTEL SHALL HAVE MINIMUM 8" BEARING ON ADJACENT COLUMN OR REINFORCED CELL I. SILLS: UNLESS OTHERWISE FRAMED IN CONCRETE. PROVIDE 8" x 8" CONCRETE (FORMED OR BOND -BEAM BLOCK) WITH 2 #5 AT MID -DEPTH AT ALL SILLS. EXTEND REINFORCEMENT MINIMUM 6" INTO ADJACENT COLUMN OR MASONRY AND CAST IN GROUT. K. CONTRACTOR SHALL CONTRACT A SPECIAL INSPECTOR TO VERIFY COMPLIANCE FOR ALL GROUTING. LOH Luis O. DE LA H ®z PE# 73932 8857 NW 178TH ST MIAMI, FL 33018 PHONE: (305) 903-8816 LODELAHOY @YAHOO.ES .••O- ago'••. r O i :D • * •• •• • S10����� Luis 0. de la Hoz, PE Lic# 73932 Uj a Z44,I;.- is C4 W cma (D C'3aLo� Zt H• lit co ky Lo W Drawing Title GENERAL NOTES Cad File Name Sheet Number S -1 LOH Luis O. DE LA H ®z PE# 73932 8857 NW 178TH ST MIAMI, FL 33018 PHONE: (305) 903-8816 LODELAHOY @YAHOO.ES .••O- ago'••. r O i :D • * •• •• • S10����� Luis 0. de la Hoz, PE Lic# 73932 Uj a Z44,I;.- is C4 W cma (D C'3aLo� Zt H• lit co ky Lo W Drawing Title GENERAL NOTES Cad File Name Sheet Number S -1