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02-279-008GENERAL NOTES 1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTLY DIAGRAMMATIC, THE ARE NOT INTENDED TO BE SCALED FOR ROUGHING -IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF. 2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. I 3. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES LINES, LEVELS, CONDITIONS AND DIMENSIONS AT THE JOB SITE AND AS SHOWN ON THE DRAWINGS. THEY SHALL REPORT ANY ERRORS OR INCONSISTENCIES IN THE ABOVE TO THE ARCHITECT BEFORE COMMENCING WORK, THE CONTRACTOR AND SUBCONTRACTORS SHALL LAYOUT THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES, ELEVATIONS AND MEASUREMENTS IN CONNECTION WITH THEIR WORK. 4. PROTECTION: A. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH ALL REQUIREMENTS OF FLORIDA BUILDING CODE (2010 FBC) AND ALL LOCAL, STATE AND FEDERAL LAWS. THE ENGINEER AND /OR HIS EMPLOYEES OR REPRESENTATIVES ARE NOT RESPONSIBLE FOR THE IMPLEMENTING, MAINTAINING, VERIFYING, AND /OR MONITORING SAFETY PROCEDURES OR THE ADEQUACY OF SAFETY PROCEDURES BEING USED FOR THIS PROJECT. SAFETY - RELATED METHODS AND PROCEDURES ARE THE CONTRACTOR'S RESPONSIBILITY. B. PROVIDE ALL SHORING, BRACING AND SHEETING AS REQUIRED FOR THE PROPER EXECUTION OF THE WORK. REMOVE WHEN THE WORK IS COMPLETED. C. PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES, RAILINGS, OBSTRUCTIONS IN THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR PITS ADJACENT TO PUBLIC WALKS OR ROADS. D. AT ALL TIMES PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS OR HEAT) SO AS TO MAINTAIN ALL WORK, MATERIALS, APPARATUS AND FIXTURES FREE FROM DAMAGE. E. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT STRUCTURES, SIDEWALKS AND TO STREETS OR OTHER PUBLIC PROPERTY OR TO ANY PUBLIC UTILITIES. F. AT THE END OF THE DAYS WORK, COVER ALL WORK LIKELY TO BE DAMAGED. ANY WORK DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE REMOVED AND REPLACED WITH NEW WORK AT THE CONTRACTOR'S EXPENSE. 5. CONTRACTOR AGREES THAT HE WILL HOLD OWNER, ENGINEERS AND /OR ANY OF THEIR EMPLOYEES OR AGENTS HARMLESS FROM ANY AND ALL DAMAGE AND CLAIMS WHICH MAY ARISE BY REASON OF ANY NEGLIGENCE ON PAR OF THE CONTRACTOR, ANY OF HIS SUBCONTRACTORS AND /OR SUBCONTRACTORS, MATERIALS AND EQUIPMENT SUPPLIERS AND /OR ANY OF THEIR EMPLOYEES OR AGENTS, IN PERFORMANCE OF THIS CONTRACT; AND, IN CASE ANY ACTION IS BROUGHT THEREFORE AGAINST OWNER, ENGINEERS AND /OR ANY OF THEIR EMPLOYEES OR AGENTS, CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEFENSE THEREOF, AND UPON HIS FAILURE TO DO SO ON PROPER NOTICE, OWNER, ENGINEERS AND /OR ANY OF THEIR EMPLOYEES OR AGENTS RESERVE THE RIGHT TO DEFEND SUCH ACTION AND CHARGE ALL COSTS THEREOF TO CONTRACTOR. G. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT IMMEDIATELY IN WRITING OF SUCH OMISSIONS OR ERRORS PRIOR TO PROCEEDING WITH ANY WORK WHICH APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO GIVE SUCH NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULT OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME. 7. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLETS, BOLT SETTING, SLEEVES, DIMENSIONS, ETC. POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE A/E BEFORE PROCEEDING WITH THE WORK. 8. SUBMIT TWO COPIES OF SHOP DRAWINGS FOR ARCHITECT'S REVIEW BEFORE STARTING FABRICATION, 9. NO SHOP DRAWINGS SHALL BE SUBMITTED FOR A/E REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING AND OTHER TRADE REQUIREMENTS BY THE CONTRACTOR AND STAMPED WITH THE CONTRACTOR'S APPROVAL SEAL. ARCHITECT ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE GOOD BY CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS BY ARCHITECT AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH DRAWINGS. 10. VERIFICATION OF EXISTING CONDITIONS: INASMUCH AS THE REMODELING AND /OR REHABILITATION OF AN EXISTING BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE MADE REGARDING EXISTING CONDITIONS, AND BECAUSE SOME OF THESE ASSUMPTIONS MAY NOT BE VERIFIABLE WITHOUT EXPENDING ADDITIONAL SUMS OF MONEY, OR DESTROYING OTHERWISE ADEQUATE OR SERVICEABLE PORTIONS OF THE BUILDING, THE OWNER AGREES THAT, EXCEPT FOR NEGLIGENCE ON THE PART OF THE DESIGN PROFESSIONAL, THE OWNER WILL HOLD HARMLESS, INDEMNIFY AND DEFEND THE DESIGN PROFESSIONAL FROM AND AGAINST ANY CLAIMS ARISING OUT PROFESSIONAL SERVICES UNDER THIS AGREEMENT. 11. THE REVIEW OF ALL STRUCTURAL SUBMITTALS BY THE STRUCTURAL ENGINEER OF RECORD SHALL BE TO INSURE THAT HIS INTENT HAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAVE BEEN USED. A COPY OF ALL STRUCTURAL SUBMITTALS WILL BE RETAINED FOR RECORD KEEPING PURPOSES ONLY. 12. WHERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE PLANS, OR WHERE NEW WORK ADJOINS EXISTING CONSTRUCTION, OR WHERE ONE MATERIAL ADJOINS AN IN -PLACE MATERIAL, CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AS REQUIRED TO COMPLETE SHOP DRAWINGS AND INSTALLATION. REPORT ANY DISCREPANCIES BETWEEN FIELD MEASURED DIMENSIONS AND SCALED DRAWING DIMENSIONS TO ARCHITECT BEFORE PROCEEDING WITH THE WORK. 13. WHERE A LINE OF STRUCTURE, OPENING LOCATION, OR DIMENSION IS CRITICAL AND BASED ON THE REQUIREMENTS OF ANOTHER TRADE OR SUBCONTRACTOR, THAT THE SUBCONTRACTOR SHALL SUBMIT A SHOP DRAWING WITH THE REQUIRED DIMENSIONAL INFORMATION UPON WHICH THE CONTRACTOR SHALL BASE THE LAYOUT AND CONSTRUCTION, THIS PROCEDURE IS MANDATORY FOR CURTAIN WALL SYSTEMS, ARCHITECTURAL PRECAST SYSTEMS AND ALL MECHANICAL AND ELECTRICAL OPENINGS. TRUSS BRACING NOTES 1. TOP CHORD IS BRACED BY PROPERLY ATTACHED PLYWOOD SHEATHING. 2. BOTTOM CHORD BRACING: THE BOTTOM CHORD SHALL BE BRACED WITH 2 x 4 ® 10' -0" CENTER TO CENTER (RAT RUNS) ATTACHED WITH 2 -16d NAILS TO EACH TRUSS. CEILING FURRING STRIPS SHALL BE ATTACHED TO THE BOTTOM CHORD OF EVERY TRUSS. 3. TEMPORARY BRACING SHALL BE 1 x 4 "X" BRACING O 12' -0" CENTER TO CENTER CROSSING A MINIMUM OF 4 TRUSSES EACH NAIL "X" BRACE TO ALL MEMBERS WITH 2 -10d NAILS EACH. 4, PERMANENT DIAGONAL CHORD LATERAL BRACING SHALL BE MADE WITH 2 x 4 "T" BRACE FULL LENGTH NAILED O 4" CENTER TO CENTER WITH 16d NAILED,IF MEMBER EXCEEDS MAXIMUM LENGTH AS SPECIFIED BY TRUSS DESIGN ENGINEER SEE TRUSS SHOP DRAWINGS FOR REQUIRED LENGTHS. 5. DIAGONAL BRACING SHALL BE 2 x 4 "X" BRACE NAILED TO OPPOSITE SIDE WEB MEMBER AND REPEATED O 20' -0" INTERVALS. ATTACH WITH 2 -16d NAILS ® EACH END TO CHORDS AND TO SIDE OF WEBOR CONTINUOUS LATERAL BRACE.DIAGONAL BRACE MAY TRAVERSE MORE THAN 2 TRUSSES,DEPEN DING ON TRUSS HEIGHT. 6. TERMINATE ALL BRACING INTO BLOCK WALLS WITH 2 x 4 P.T. LEDGER ATTACHED TO WALL WITH 16d CUT NAILS AT 12" CENTER TO CENTER OTHERWISE ADD 2 x 4 "T" BRACE TO LAST TRUSS EACH END, NAILED O 6" CENTER TO CENTER STAGGERED. 7. ALL TEMPORARY, PERMANENT AND DIAGONAL BRACING AS DECRIBED ABOVE PLUS ANY ADDITIONAL BRACING AS REQUIRED BY TRUSS DESIGNER ARE TO BE INSTALLED IN ACCORDANCE WITH THE RECOMMENDATIONS OF TRUSS PLATE INSTITUTE. EARTHWORK: 1. CONTRACTOR SHALL DEWATER SITE AS NECESSARY, SO THAT ALL CONCRETE CAN BE PLACED IN THE DRY, ALL BACKFILL SHALL BE ACCOMPLISHED USING MATERIAL CONSISTING OF CRUSHED STONE AND /OR MATERIAL APPROVED BY THE GEOTECHNICAL ENGINEER. THE BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY AASHTO T -180. NO BACKFILL MATERIAL SHALL BE PLACED AGONIST WALLS WHICH DON NOT HAVE PERMANENT FLOORS AT THE TOP AND BOTTOM WITHOUT PROVISIONS FOR ADEQUATE TEMPORARY BRACING OF THOSE WALLS. PROVIDE ADEQUATE EXCAVATION SPACING IN ACCORD WITH GEOTECHNICAL ENGINEER RECOMMENDATIONS TO MAINTAIN EXISTING FOOTINGS, UTILITIES AND OTHER IMPROVEMENTS IN A SAFE CONDITION. CONCRETE: 1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318 -02) AND WITH "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" (ACI 315). 2. ALL CONCRETE WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING" (ACI 301). PRODUCTION OF CONCRETE, DELIVERING, PLACING AND CURING TO BE IN ACCORDANCE WITH "HOT WEATHER CONCRETING" (ACI 305R). 3. NO ADMIXTURES PERMITTED WITHOUT THE REVIEW OF THE ENGINEER. 4. FOR ALL CONCRETE TO BE PLACED IN SLABS (INCLUDING SLABS ON GRADE), THE SLUMP SHALL NOT EXCEED 4 ". NO WAIVERS OF THIS REQUIREMENT SHALL BE CONSIDERED. SLUMP OF OTHER CONCRETE SHALL NOT EXCEED 5 ". 5. ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH OF 3000 P.S.I. AT 28 DAYS (MINIMUM 5 BAGS OF CEMENT IN EACH CU. YD. OF CONCRETE) UNLESS OTHERWISE NOTED. 6. CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND SHORING AND FOR SAFE PRACTICE IN THEIR USE AND REMOVAL. CONTRACTOR SHALL DESIGN AND ERECT FORMWORK IN STRICT COMPLIANCE WITH ACI 347. CONTRACTOR SHALL COORDINATE ALL OPENINGS AS REQUIRED FOR OTHER TRADES. OPENINGS WHERE SHOWN ON THE STRUCTURAL DRAWINGS ARE TO IDENTIFY DESIGN INTENT ONLY. THE SPECIFIC DIMENSIONS AND LOCATIONS SHALL BE FURNISHED OR CONFIRMED BY THE TRADE REQUIRING THE OPENING. PROVIDE CHAMFER AT ALL CORNERS IN CONCRETE MEMBERS EXPOSED TO VIEW. FORMWORK TO REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD LOADS PLUS A MINIMUM OF 50 PSF OF ADDITIONAL CONSTRUCTION LOADS. 7. PLACING OF CONCRETE IN INSULATED CONCRETE FORMS SHALL BE IN EQUAL LIFTS NOT EXCEEDING 3' -6" IN HEIGHT. CONCRETE SHALL BE PLACED THROUGH WINDOW SILLS OR TOP OF WALL SO THAT THE FREE AIR DROP OF THE MIX DOES NOT EXCEED TWO FEET. VIBRATE CONCRETE ESPECIALLY AT FINAL TOP POUR TO ENSURE LACK OF AIR GAPS. 8. SPECIFIED EXPANSION BOLTS SHALL BE OF THE SIZE INDICATED AND OF THE MAXIMUM EMBEDMENT LENGTH INTO THE CONCRETE. EXPANSION BOLTS AND ACCESSORIES SHALL BE STAINLESS STEEL DEEP WEDGE TYPE. LEAD SHIELDS ARE NOT ACCEPTABLE. EXPANSION BOLTS SHALL NOT BE SUBSTITUTED FOR SPECIFIED ANCHOR BOLTS WITHOUT THE ARCHITECT'S APPROVAL. REINFORCING STEEL 1. TO BE NEW BILLET STEEL CONFORMING TO THE LATEST A.S.T.M. A615 GRADE 60 SPECIFICATIONS, FABRICATED IN ACCORDANCE WITH MANUAL OF STANDARD PRACTICE OF THE C.R.S.I. AND PLACED IN ACCORDANCE WITH A.C.I. 315 AND A.C.I. MANUAL OF STANDARD PRACTICE., 2, COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICALS ABOVE. LAP 36 BAR DIAMETER OR MINIMUM OF 18" U.O.N. PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION, PROVIDE STANDARD HOOKS FOR ALL VERTICAL REINFORCEMENT AT NON- CONTINUOUS COLUMNS (U.O.N.). 3. ALL DOWELS FOR COLUMNS AND WALLS TO BE SECURED IN POSITION PRIOR TO CONCRETING. DRILLING OR PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT PERMITTED. 4. CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS: FOOTINGS 3 ", COLUMNS 1 -1/2" TO TIES, BEAMS 1 -1/2" TO STIRRUPS, INTERIOR SLABS 3/4", EXPOSED SLABS 1 -1/2 ", LABS ON GRADE 1 -1/2" MEASURED FORM TOP OF SLAB. 5. SLAB AND BEAM REINFORCEMENT: PLACED IN ACCORDANCE WITH REINFORCING DIAGRAMS, LAPPED 36 BAR DIAMETER OR MINIMUM 18 ". BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY AT MID -SPAN. ALL TOP BARS HOOKED AT NON - CONTINUOUS EDGES (U.O.N.). ALL HOOKS TO BE STANDARD 90 DEGREE OR 180 DEGREE HOOKS AS REQUIRED (U.O.N.) 6. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 30" MINIMUM EACH WAY AT CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH ALL HORIZONTAL BARS. ALL TIE BEAMS SHALL HAVE MINIMUM FOUR #3 TIES CAD 12" O.C. AT CORNERS, AT EACH BEND AND AT 48" O.C. ELSEWHERE. 7. REINFORCEMENT SHOWN ON PLANS IS BOTTOM UNLESS MARKED "T" (TOP BARS). 8. THE CONTRACTOR SHALL INFORM THE REBAR DETAILFR OF HIS PROPOSED REBAR SUPPORT METHOD AND CONSTRUCTION SEQUENCES, ALL SUPPORT ITEMS AND SPLICES REQUIRED SHALL BE SO DETAILED AND PROVIDED. ROOF SHEATHING THING 1. PLYWOOD ROOF SHEATHING SHALL HAVE A NET THICKNESS OF NOT LESS THAN 19/32" WHEN THE SPAN IS NOT MORE THAN 24 ", AND SHALL HAVE STAGGERED JOINTS CONTINUOUS OVER TWO OR MORE SPANS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. 2. THE ALLOWABLE SPANS SHALL NOT EXCEED THOSE SET FORTH IN THE FLORIDA BUILDING CODE 2004. 3. ALL ROOF SHEATHING SHALL BE NAILED WITH 8D RS NAILS AT 6" O.C. THROUGHOUT. THIS PROVISION, WHICH EXCEEDS THE FBC 2010 REQUIREMENTS, IS INTENDED TO REDUCE THE OWNER'S INSURANCE RATE BY COMPLYING WITH THE INSTITUTE FOR BUILDING AND HOME SAFETY (IBHS) REQUIREMENTS FOR FORTIFICATION. SOIL STATEMENT: SOIL OBSERVED TO BE SAND AND ROCK WITH BEARING CAPACITY OF 2000 PSF. 1. AT THE TIME OF CONSTRUCTION, A LICENSED ARCHITECT OR REGISTERED PROFESSIONAL ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGNED IS BASED, THE LETTER SHALL BE SIGNED AND SEALED. 2, THE IMPRESS SEAL OF THE ARCHITECT OR ENGINEER, AS APPLICABLE. 3. A SPECIAL INSPECTOR, RETAINED BY THE OWNER, SHALL INSPECT AND SUPERVISE THE COMPACTION AND THE FOUNDATION. 4. SPECIAL INSPECTION: INSPECTION OF THE REINFORCED UNIT MASONRY AND /OR INSULATED CONCRETE FORMS PHASE OF THIS PROJECT IS REQUIRED. SUCH INSPECTION SHALL CONFORM TO THE REQUIREMENTS OF INSPECTION AS SET FORTH IN THE STANDARDS AS LISTED ABOVE AND SHALL BE PERFORMED BY THE ENFORCING AGENCY, OR UNDER THE SUPERVISION OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER. COORDINATION SHALL BE MADE WITH THE ARCHITECT AND ENGINEER BY THE CONTRACTOR TO SET UP A SCHEDULE OF INSPECTION PRIOR TO START OF CONSTRUCTION. THE COST OF SUCH INSPECTIONS, BY OTHER THAN THE ENFORCING AGENCY, SHALL BE PAID FOR BY THE OWNER. GROUTING: GROUTING SHALL CONFORM TO THE REQUIREMENTS OF ACI 530- 02 /ASCE 7 -05, PART 4.3 GROUTING PROCEDURES, IN NO CASE SHALL ANY LIFT BE GROUTED GREATER THEN 4' -0" IN HEICHT. TERMITES TREATMENT CERTIFICATION NOTE: BUILDING (S) SHALL HAVE PRE - CONSTRUCTION TREATMENT PROTECTION AGAINST SUBTERRANEAN TERMITES IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY PERFORMING THE TREATMENT, THAT CONTAINS THE FOLLOWING STATEMENTS: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. STRUCTURAL AND MISCELLANEOUS STEEL: (SHOP DRAWINGS REQUIRED) 1. ALL STRUCTURAL STEEL TO BE DOMESTIC ASTM A -36 (FV =36 K.S.I.) AND DESIGNED IN ACCORDANCE WITH THE LATEST A.LS.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS: AND THE A.I.S.C, CODE OF STANDARD PRACTICE. 2. HIGH STRENGTH BOLTS (ASTM -A325) TO BE 3/4" DIAMETER, UNLESS OTHERWISE SPECIFIED. PROVIDE MATCHING H.S. NUTS AND WASHERS. 3. ALL WELDING TO BE IN ACCORDANCE WITH AMERICAN WELDING SOCIETY (AWS) "STRUCTURAL WELDING CODE - STEEL , D1.1, AND AS INDICATED ON THE STRUCTURAL DRAWINGS. WELDING ELECTRODES, WELDING PROCESS, MINIMUM PREHEAT AND INTERPASS TEMPERATURES TO BE IN ACCORDANCE WITH THE AWS SPECIFICATIONS. ANY STRUCTURAL STEEL DAMAGED IN WELDING TO BE REPLACED OR ACCEPTABLY REINFORCED. ALL FULL PENETRATION GROOVE WELDS TO BE SUBJECT TO RADIOGRAPHIC, MAGNETIC PARTICLE, ULTRASONIC, AND LIQUID PENETRANT INSPECTION CONDUCTED BY AN INDEPENDENT TESTING AGENCY PAID BY THE OWNER. RUSTPROOF ALL FIELD WELDS WITH HEAVY DUTY RUSTPROOFING PAINT. 4. SPLICE LOCATIONS TO BE APPROVED BY ENGINEER. 5. SHOP COAT ALL STRUCTURAL STEEL WITH RUSTOLEM "769" RED PRIMER OR APPROVED EQUAL (U.O.N.) 6. SUBMIT ONE SEPIA AND ONE PRINT OF SHOP DRAWINGS FOR ENGINEER'S REVIEW BEFORE STARTING FABRICATION. MASONRY WALLS AND PARTITIONS: (SHOP DRAWINGS FOR REINFORCING REQUIRED) 1. ALL MASONRY CONSTRUCTION TO BE ACCORDANCE WITH "SPECIFICATION FOR MASONRY STRUCTURES ", ACI 530.1 -88 AND ALL APPLICABLE LOCAL BUILDING CODE PROVISIONS. ALL MASONRY WALLS TO BE CONSTRUCTED ENTIRELY OF UNITS CONFORMING TO ASTM C -90 AND REINFORCED WITH #9 GAGE LADDER TYPE HORIZONTAL MASONRY REINFORCING LOCATED AT 16" O.C. ALL MASONRY TO BE LAID IN TYPE "M" MORTAR (2500 PSI ON THE JOB) WITH FULL HEAD AND BED JOINTS. ALL MASONRY CONSTRUCTION TO BE BOUND BY TIE BEAM AND TIE COLUMN. 2. BLOCK CELLS AT WALL ENDS, CORNERS, INTERSECTIONS AND ADJACENT TO ALL OPENINGS SHALL BE FILLED WITH GROUT AND REINFORCED WITH MINIMUM ON #5 REINFORCING BAR VERTICAL. DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE AND /OR BELOW. 3, CONCRETE MASONRY UNITS (BLOCK) SHALL COMPLY WITH THE PROVISIONS OF THE STANDARD SPECIFICATION FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY, NCMA TR -75B OR ACI 530 -99. 4, HOLLOW BLOCK SHALL COMPLY TO ASTM C -90, TYPE II, GRADE N -II. SOLID BLOCK SHALL COMPLY WITH ASTM C -145, TYPE II, GRADE NII AND USED ONLY WHERE PERMITTED BY ARCHITECT. 5. MORTAR SHALL COMPLY WITH ASTM C -279, TYPE M, WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI. 6. MASONRY COMPRESSIVE STRENGTH fm = 1500 PSI. 7. UNLESS OTHERWISE DETAILED ON PLANS PROVIDE MINIMUM TIE BEAMS 8 "x12" REINFORCED WITH 2 #5 TOP AND BOTTOM WITH FOUR #3 TIES ® 12" OC.. AT CORNERS, AT EACH BEND AND AT 48" O.C. ELSEWHERE FOR 8" MASONRY PARTITIONS AND 4"x12" WITH 1 #4 TOP AND BOTTOM FOR 4 " MASONRY PARTITIONS, WHERE INDICATED OR REQUIRED. REINFORCING TO COMPLY WITH REINFORCING STEEL NOTES NO. 1, 3, 4, 5 AND 6, 8. UNLESS OTHERWISE DETAILED ON PLANS, PROVIDE MINIMUM 8"x12" CONCRETE TIE COLUMNS REINFORCED WITH 4 #5 VERTICAL AND #3 TIES AT 8" O.C. DOWEL INTO STRUCTURE ABOVE AND BELOW AS DETAILED AND REQUIRED. THE CONCRETE SHALL BE PLACED IN THE MASONRY TYING BEAMS AND COLUMNS AFTER MASONRY IS IN PLACE. REINFORCED MASONRY LOA D BEARING 1. LAY UP ALL 8" MASONRY UNITS PRIOR TO CONSTRUCTION OF THE SUPPORTED MEMBERS FOR THE SAME STORY. USE TYPE M MORTAR IN BEARING WALLS, LAY UP UNITS IN RUNNING BOND, 2. CONSTRUCTION REINFORCED MASONRY IN ACCORDANCE WITH ACI 531, BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES: AND OR "SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY" N.C.M.A. 3. USE CONCRETE MASONRY UNITS CONFORMING TO ASTM C90 GRADE N/1 EXCEPT THE MIN. COMPRESSIVE STRENGTH OF ANY UNIT IS 1900 PSI AND THE AVERAGE OF THREE UNITS IS 1500 PSI. USE ONLY MASONRY UNITS THAT ARE A MIN. OF 50% SOLID. 4. TEST ONE SET OF MASONRY UNITS IN ADVANCE OF BEGINNING OPERATIONS AND ONE SET DURING CONSTRUCTION FOR EACH 3000 SQ /FT. OF WALL AREA. SAMPLE FROM ACTUAL FIELD UNITS. 5. USE TYPE "M" MORTAR IN ACCORDANCE WITH ASTM C270. USE 3/8" FULL BEDDED JOINTS FOR ALL MASONRY UNITS. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR. 6. USE 3000 PSI PUMP MIX READY MIX GROUT MADE WITH MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP TEST SAMPLES FOR COMPRESSIVE STRENGTH TEST EVERY 30 YEARS OR EACH DAYS GROUTING. 7. USE HEAVY DUTY TYPE MASONRY REINFORCING IN EVERY OTHER COURSE. USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN. OF 12" HORIZONTAL REINFORCING SHALL CONFIRM TO ASTM A/82. 8. USE 3 GROUTED CELLS WITH #5 VERTICALS AT WALL INTERSECTONS. EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS OF WALLS . USE 1 #5 IN FILLED CELL, U.O.N. q.USE BAR SPACERS IN EVERY 6th COURSE WHERE CELLS ARE TO BE GROUTED. 10. PROVIDE CLEAN OUT OPENINGS FOR EACH GROUTED CELL. 11.USE ASTM A 615 GRADE 60 REINFORCING STEEL. 121N HIGH LIFT GROUTING USE A MAX. LIFT OF 5' -0" MIN. 1/2 HOUR AND MAX 1 HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER PLACING NEXT LIFT. 13. REINFORCING MASONRY WALL CONSTRUCTION SHALL BE INSPECTED BY AN ENGINEER OR ARCHITECT IN ACCORDANCE WITH ACI 531. 14. WHERF ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS WITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND TWO COURSES BLOW ANCHOR ELEVATION. 15. USE PRESSURE TREATED WOOD IN CONTACT WITH MASONRY. 16. PROVIDE POURED IN PLACE LINTELS OR HEADERS OVER ALL MASONRY OPENINGS NOT FLUSH WITH STRUCTURAL FRAME. 17. HORIZONTAL REINFORCEMENT WHEN SPECIFIED ON PLANS SHALL BE EXTENDED MIN. 2" INTO STEEL COLUMN, CONCRETE ENCASEMENT COLUMNS OR CONCRETE COLUMNS SHALL CAST WITH HOHMANN AND BARNARD, INC # 303 CORRUGATED DOVE TAIL ANCHOR W/ #305 DOVE TAIL SLOT (OR EQUAL) 18. FOR WALL REINFORCEMENT, SEE PLANS. ARCHITECT HAS MADE AN ON SITE VISUAL INSPECTION OF EXISTING SOIL CONDITIONS AND HAS DETERMINED THAT THE BEARING CAPACITY MEETS OR EXCEEDS 2000 PSF, DURING G.C. TO NOTIFY ARCHITECT IF EXCAVATION REVEALS OTHER CONDITIONS EXIST BEFORE PROCEEDING WITH WORK. A FINAL LETTER SIGNED AND SEALED WILL BE SUMITTED STATING THAT THE SITE AND FOUNDATION CONDITIONS FOUND DURING EXCAVATION ARE SIMILAR TO WHAT FOUNDATION DESIGN WAS BASED UPON. STRUCTURAL NOTES SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS. SLABS ON FILL 2,50OPSL MAXIMUM SIZE OF AGGREGATES: 3/4" MAXIMUM PERMISSIBLE SLUMP: 5" REINFORCING STEEL: SHALL CONFORM TO A.S.T.M. A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND FABRICATED ACCORDING WITH THE "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.' LAP CONTINUOUS REINF. 30 BAR DIA. IN BEAMS, 36 DIA, IN SLABS. LAP BOTTOM STEEL OVER SUPPORTS AND TOP STEEL AT MIDSPAN. HOOK ALL DISCONTINUOUS TOP REINFORCING. TURN ALL CORNERS WITH 2 #5 x 4' -0 CLEAR COVER FOR REINFORCING SHALL BE MINIMUM TOLERANCE COVER +OR CAST AGAINST AND 0.``A PERMANENTLY EXPOSED TO EARTH 3" 3/8" EXPOSED TO EARTH OR WIND LOAD CALCULATION WEATHER No.5 AND SMALLER BARS 1 1/2" 3/8" No.6 AND LARGER BARS 2" 3/8" NOT EXPOSED TO WEATHER OR 4. INTERNAL PRESS. COEFF. (GCpi) = +/- 0.18 IN CONTACT WITH GROUND: 1" 1/8" ROOF SLAB ���',1✓tl�lA�tM�E4�� z STRUCTURAL SLAB AND 3/4" 1/8" WALLS 0 AREA.............. ....... �....,_.... - ......� ... _. .. ° - ,,__.......... ._._..... - ..... �_ _.. BEAMS AND COLUMNS 1 do 2 ZONE` 3 I ZONES 4 jc 51 ZONE 4 ZONE 5 ;GROSS NET GRO55 ? NET GROSS NET GROSS ..........................._____._....,._........_...,....._._._...__.____ �_____ �______._ p.............__.____ �............ �........,......____ �_._..____w �����_._._..... �.... �-.-_....._______ ��__ ._____.__.....�..........._____ � (PRIMARY REINFORCEMENT, 10 51.9 -56.3 I -69.5 1 -59.5 � 49.1 1 -99.8 87.0 - 150.3; 1335 78.3 68.0 ! 135`5 126:0 TIES, STIRRUPS AND SPIRALS) 1 1/2" 3/$" SLABS ON GRADE 1 1/2" 1/4 SLABS ON FILL: SHALL BE PLACED ON CLEAN, NON ORGANIC SOIL THROUGHLY MOISTENED IMMEDIATELY BEFORE CONCRETE IS POURED, SLABS ON FILL SHALL EB POURED IN A CHECKERBOARD SEQUENCE, EACH FRAGMENT OF WHICH IS NOT TO EXCEED A MAXIMUM AREA OF 625 SQ. FT. OR 30 LINEAR FT, IN ANY ONE DIRECTION. 1- PROVIDE POLYETHELENE MEMBRANE FOR ALL SLABS ON GRADE. (.006 IN. VISQUEEN.) 2- SLABS ON GRADE TO HAVE 1/2" EXPANSION JOINT MATERIAL AROUNG COLUMNS AND BLOCK WALLS. 3- ALL MASONRY WALLS ARE DESIGNED AS BEARING WALLS UNLESS OTHERWISE NOTED AND SHALL BE IN PLACED BEFORE SLABS AND TIE COLUMNS ARE POURED. WOOD: (GRADE #2) SO. PINE 1- LUMBER USED FOR JOISTS, RAFTERS, COLUMNS, BEAMS, AND /OR OTHER STRUCTURAL MEMBERS SHALL BE OF A STRESS GRADE NOT LESS THAN 1,200 PSI. NOMINAL FIBER STRESS IN BENDING (Fb).TRUSSES SHALL BE N 2,Fb =1,200 psi. 2- LUMBER USED FOR STUDS IN EXTERIOR WALLS SHALL BE OF A STRESS GRADE NOT LESS THAN 625 PSI. NOMINAL EXTREME FIBER STRESS IN BENDING (Fb) STUDS SHALL HAVE AN UNSUPPORTED LENGTH OF NOT MORE THAN 10 FEET. 3- LUMBER USED FOR STUDS IN INTERIOR NON- BEARING WALLS SHALL BE OF A STRESS GRADE LESS THAN 225 PSI. NOMINAL STESS FIBER IN BENDING (Fb). 4- STUDS SHALL NOT BE LESS THAN 2" x 4 " WHERE EXCEEDING 14 FT., IN HEIGHT BETWEEN POINTS OF A LATERAL SUPPORT OR WHERE SUPPORTING MORE THAN ONE FLOOR AND A ROOF, STUDS SHALL NOT BE LESS THAN 2" x 6" OR 3" x 4 ". 5- LUMBER SIZED PER WFCM PERSCRIPTIVE TABLES FOR 150 MPH WIND LOADS. TABLES ARE AS FOLLOWS: TABLE 2.2C RAKE OVERHANG OUTLOOKFR UPLIFT CONNECTION LOADS TABLE 3.26 RAFTER SPANS FOR COMMON LUMBER SPECIES TABLE A -3.4 RAFTER /TRUSS FRAMING TO WALL CONNECTION REQUIREMENTS FOR WIND LOADS - EXPOSURE C TABLE 3.24A HEADER SPANS FOR INTERIOR LOADBEARING WALLS TABLE 3.22A HEADER SPANS FOR EXTERIOR LOADBEARING WALLS TABLE 3.18 FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES TABLE 2.2A UPLIFT CONNECTION LOADS FROM WIND BUILDING CODES: 1- FLORIDA BUILDING CODE 2010 (HIGH VELOCITY HURRICANE ZONE SECTIONS). BUILDING CODE ACI 318 -07 2- AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE ACI 318 -07 ( "ACI"). 3- AMERICAN FOREST AND PAPER ASSOCIATION "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ", 1997( "AF Ac PA "). 4- AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" ACI 530 -07 ( "ACI 530 "). TYPE OF MATERIAL FOR FIELD AND SOIL: CLEAN MIXTURE OF SAND LIME ROCK FILL IN COMPACTED LAYERS NOT TO EXCEED 12" IN THICKNESS. COMPACT EACH LAYER TO A MINIMUM OF S5% OF THE OPTIMUM DRY DENSITY AS PER AASHTO T180. 4�IlvtiiDi4flr 0.``A Z DL = ROOF = 35 (INCLUDE SELF WT) LL = ROOF = 20 PSF "" ... . WIND LOAD CALCULATION ( BASED ON ASCE - STANDARD 7 -10 & FBC 2010) Q 1. BASIC WIND SPEED (X) = 175 MPH . A LO LO w 4. INTERNAL PRESS. COEFF. (GCpi) = +/- 0.18 a 5. MEAN ROOF HEIGHT (h) = 27' ., fr ccW ���',1✓tl�lA�tM�E4�� z 0 to 0 AREA.............. ....... �....,_.... - ......� ... _. .. ° - ,,__.......... ._._..... - ..... �_ _.. ZONE 1 ; ZONE 2 ' ZONE 3 1 ZONE 1 do 2 ZONE` 3 I ZONES 4 jc 51 ZONE 4 ZONE 5 ;GROSS NET GRO55 ? NET GROSS NET GROSS ..........................._____._....,._........_...,....._._._...__.____ �_____ �______._ p.............__.____ �............ �........,......____ �_._..____w �����_._._..... �.... �-.-_....._______ ��__ ._____.__.....�..........._____ � NET GROSS__.;____ NET __._.. 10 51.9 -56.3 I -69.5 1 -59.5 � 49.1 1 -99.8 87.0 - 150.3; 1335 78.3 68.0 ! 135`5 126:0 20 49.6 54.0 -64.8 i -62.5 52.0 -73.0 1 63.0 - 123.61 114 IL Z 44.1 -48.5 W 00 W Z © Z °; w w rr� U) I V M 3=12 W �O 0 Z O _ V W :;: ::E 4 Lu u[) U. > c O ~ ce) 0 06 O M LLM O LL. 4L qr O LL Lu 4 N = QN L;j O Z U LLJ Uj W 0 Z O C ¢ C) u- 4�IlvtiiDi4flr 0.``A DL = ROOF = 35 (INCLUDE SELF WT) LL = ROOF = 20 PSF "" ... . WIND LOAD CALCULATION ( BASED ON ASCE - STANDARD 7 -10 & FBC 2010) Q 1. BASIC WIND SPEED (X) = 175 MPH . A LO LO 3. WIND EXPOSURE 4. INTERNAL PRESS. COEFF. (GCpi) = +/- 0.18 5. MEAN ROOF HEIGHT (h) = 27' ., fr ccW ���',1✓tl�lA�tM�E4�� I� A� =w%"wL �1�111L 111 im .: l� MAY Mr K NR1JG wt a: s f 3�W f. , t r r t: ,VEIN ur wpm lF nE ;., JOB No.: ' �a~ I 12.06457 . S FR REVISIONS: ,&8-23-12 CODE YR DATE: 3/5/2012 CHECKED BY: DRAWN BY: SRL PLOT: 100% GRAVITY DESIGN LOAD DL = ROOF = 35 (INCLUDE SELF WT) LL = ROOF = 20 PSF "" ... . WIND LOAD CALCULATION ( BASED ON ASCE - STANDARD 7 -10 & FBC 2010) Q 1. BASIC WIND SPEED (X) = 175 MPH . A LO LO 3. WIND EXPOSURE 4. INTERNAL PRESS. COEFF. (GCpi) = +/- 0.18 5. MEAN ROOF HEIGHT (h) = 27' ccW I� to a AREA.............. ....... �....,_.... - ......� ... _. .. ° - ,,__.......... ._._..... - ..... �_ _.. ZONE 1 ; ZONE 2 ' ZONE 3 1 ZONE 1 do 2 ZONE` 3 I ZONES 4 jc 51 ZONE 4 ZONE 5 ;GROSS NET GRO55 ? NET GROSS NET GROSS ..........................._____._....,._........_...,....._._._...__.____ �_____ �______._ p.............__.____ �............ �........,......____ �_._..____w �����_._._..... �.... �-.-_....._______ ��__ ._____.__.....�..........._____ � NET GROSS__.;____ NET __._.. 10 51.9 -56.3 I -69.5 1 -59.5 � 49.1 1 -99.8 87.0 - 150.3; 1335 78.3 68.0 ! 135`5 126:0 20 49.6 54.0 -64.8 i -62.5 52.0 -73.0 1 63.0 - 123.61 114 :.___.__ _ :................. ;.___.._._._____w___......_.... 50 46.5 50.9 -58.6 ' - 59.0' 49.0 -66.0 55.0 1 107.8 98 100 -54.0 -56.3 47.0 -60.7 50.0 -95.9 86 44.1 -48.5 00 Z © °; .. LU o z I V > 3=12 W �O L _ V :;: ::E 4 W u[) C= U) c M A� =w%"wL �1�111L 111 im .: l� MAY Mr K NR1JG wt a: s f 3�W f. , t r r t: ,VEIN ur wpm lF nE ;., JOB No.: ' �a~ I 12.06457 . S FR REVISIONS: ,&8-23-12 CODE YR DATE: 3/5/2012 CHECKED BY: DRAWN BY: SRL PLOT: 100% SHEET INDEX: 1 STRUCTURAL NOTES] SHEET No.: S -1 Ill 00 i I r�: GRAVITY DESIGN LOAD DL = ROOF = 35 (INCLUDE SELF WT) LL = ROOF = 20 PSF "" ... . WIND LOAD CALCULATION ( BASED ON ASCE - STANDARD 7 -10 & FBC 2010) Q 1. BASIC WIND SPEED (X) = 175 MPH . A 2. WIND IMPORTANCE FACTOR (I) = 1.0 II (1 =1.0) 3. WIND EXPOSURE 4. INTERNAL PRESS. COEFF. (GCpi) = +/- 0.18 5. MEAN ROOF HEIGHT (h) = 27' 6. DIST. (a) = 4.5 SLOPE 12) COMPONENTS & CLADDING WIND PRESSURES ( IN PSF ) WALLS E ROOF OVERHANG AREA.............. ....... �....,_.... - ......� ... _. .. ° - ,,__.......... ._._..... - ..... �_ _.. ZONE 1 ; ZONE 2 ' ZONE 3 1 ZONE 1 do 2 ZONE` 3 I ZONES 4 jc 51 ZONE 4 ZONE 5 ;GROSS NET GRO55 ? NET GROSS NET GROSS ..........................._____._....,._........_...,....._._._...__.____ �_____ �______._ p.............__.____ �............ �........,......____ �_._..____w �����_._._..... �.... �-.-_....._______ ��__ ._____.__.....�..........._____ � NET GROSS__.;____ NET __._.. 10 51.9 -56.3 I -69.5 1 -59.5 � 49.1 1 -99.8 87.0 - 150.3; 1335 78.3 68.0 ! 135`5 126:0 20 49.6 54.0 -64.8 i -62.5 52.0 -73.0 1 63.0 - 123.61 114 :.___.__ _ :................. ;.___.._._._____w___......_.... 50 46.5 50.9 -58.6 ' - 59.0' 49.0 -66.0 55.0 1 107.8 98 100 -54.0 -56.3 47.0 -60.7 50.0 -95.9 86 44.1 -48.5 NOTE : DESIGN PRESSURE VARIES WITH DIRECTION OF APPLICATION. DUE TO DIFFERENT SHARE FACTORS. NUMNERS SHOWN REPRESENT MAXIMUM VALUES. ( PRESSURE IN PSF, M. ) SHEET INDEX: 1 STRUCTURAL NOTES] SHEET No.: S -1 Ill 00 i I r�: