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05-41(2)-011STRUCTURAL NOTES: THE STRUCTURAL SYSTEM FOR THE BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2001 EDITION. THE FOLL ❑WING SUPERIMPOSED LOADING HAVE BEEN UTILIZED, ROOF, LIVE LOAD, 30 PSF DEAD LOADS 25 PSF WIND L❑ADi 146 MPH AS PER ASCE 7 -98 IMPORTANCE FACTORi 1.0 EXPOSURE C WIND PRESSURE ON ROOF STRUCTURE -47 PSF 1. ALL CONCRETE SHALL REACH A MINIMUM DESIRED ULTIMATE STRENGTH OF 3000 PSI IN 28 DAYS WITH 5" SLUMP UNLESS OTHERWISE NOTED IN DRAWINGS OR SPECIFICATIONS . A) FOOTINGS & SLAB ON GRADE F'c= 3000 PSI B) COLUMNS, BEAMS F'c= 3000 PSI ALL CONCRETE MUST BE PLACED WITHIN 90 MIN. OF BATCH TIME ONE SET OF CYLINDER REQUIRED FOR EVERY 50yd OF CONCRETE OR LESS. 2. REINFORCING STEEL SHALL BE INTERMEDIATE GRADE A.S.T.M. A- 615(60 KSI YIELD) WITH DEFORMATION CONFORMING TO A.S.T.M. A -305 CURRENT EDITION. PROVIDE DOWELS OF SAME SIZE AND NUMBER AT ALL POINTS REQUIRED TO CONTINUE CONCRETE PLACEMENT. LAP ALL REINFORCING 6 1/2 TIMES BAR NUMBER. 3. ALL CONCRETE SHALL BE POURED IN DRY CONDITION & CONTRACTOR SHALL PROVIDE ADEQUATE DE- WATERING PRIOR TO AND PLACING CONCRETE 4. PROVIDE 2 #5X5' -0" BEND BARS IN ADDITION TO TIE BEAM STEEL AT EXTERIOR FACE OF ALL BEAMS AT ALL CORNERS WITH 4 #3 STIRRUPS AT 12" O.C. 5. DROP ALL CONCRETE BEAMS OVER THE OPENINGS AND ADD 2 #5 FOR EVERY 8" INCREMENT WITH MIN. OF 8" BEARING ON EACH SIDE. 6. CONCRETE COVERAGE SHALL BE AS FOLLOWS: GRADE BEAMS & FOOTINGS: 3" FROM BOTTOM TO TIES OR STIRRUPS. 2" FROM TOP & SIDES SLAB AT GRADE: PROVIDE 2" COVER FOR THE BOTTOM STEEL PROVIDE 1" COVER FOR TOP STEEL WHEN UNDER ENCLOSED PROTECTIVE COVER. POLY ETHYLENE SHEET, PLACED CONTINUOUSLY, UNDER CONCRETE SLABS AND BEAMS PLACED ON THE GROUND SHALL BE A MINIMUM OF 10 MIL THICK. ALL JOINTS SHALL BE LAPPED A MIN. OF 12 INCHES AND CONTINUOUSLY TAPED WITH A MIN OF TWO -INCH WIDE VINYL TAPE. SLAB ABOVE GRADE: PROVIDE 1 1/2" COVER WHEN EXPOSED TO ELEMENTS FOR TOP REINFORCING. PROVIDE 1" COVER TO BOTTOM REINFORCING PROVIDE 1" COVER TO TOP REINFORCING WHEN UNDER PROTECTIVE COVER. ALL OTHER BEAMS & COLUMNS: 1 1/2" COVER TO TIES AND STIRRUPS. 7. PROVIDE KURE -N -SEAL, BY SONNEBORNE, WATERPROOFING ACRYLIC OVER EXTERIOR SLAB AREA, APPLIED AS PER "SONNEBORN TECHNICAL DATA INDEX. " THE BE APPLIED WITHIN 24 HOURS OF CONCRETE PLACEMENT. 8. CONSTRUCTION JOINTS IN SLAB AND BEAMS MAY OCCUR WITHIN THE MIDDLE 113 PORTION OF THE SPAN. CONSTRUCTION JOINTS SHALL BE KEYED WITH A 1" TIMES 1/2 DEPTH OF SLAB WITH # 4X6' -0" AT MID DEPTH 0 24" O.C. IN ADDITION TO ALL STEEL CALLED ON THE DRAWING THROUGH THE KEYWAY. 9. NO PIPES OR CONDUITS EXCEEDING 1/3 OF THE SLAB THICKNESS IN OUTSIDE DIAMETER SHALL BE EMBEDED IN THE CONCRETE FLOOR WITHOUT 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 AS NOT TO IMPAIR THE STRENGHT OF THE STRUCTURE. 10. ALL CONCRETE SHALL BE CURED FOR A MIN. OF SEVEN DAYS. THE CURING SHALL ENTAIL MAINTENANCE OF THE MOISTURE IN THE CONCRETE. GENERALLY THIS SHALL BE ACCOMPLISHED BY TREATING THE EXPOSED CONCRETE SURFACES WITH A CHEMICAL CURING COMPOUND 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. 11. MILD REINFORCING ALLOWANCE: THE CONTRACTOR SHALL PROVIDE 1/4 TON OF TOTAL IN -PLACE STEEL REINFORCING FOR THE ENGINEER TO USE AT HIS DISCRETION DURING CONSTRUCTION. THE CONTRACTOR SHALL GIVE CREDIT TO THE OWNER FOR ANY UNUSED PORTION OF THIS ALLOWANCE AT THE END OF THE PROJECT. 12. STEEL COLUMNS SHALL BE Fy=46 KSI WITH CAP AND BASE PLATES A -36 & 325 BOLTS( CONCRETE FILLED IN SHOP WITH 1/4" PRESSURE RELIEF AT TOP MID AND BOTTOM AS PER F.B.CODE, NO HOLES ALLOWED IN CAP OR BASE PLATES U.O.N. CONTRACTOR SHALL INSTALL TEMPLATE FOR ANCHOR BOLTS PRIOR TO REQUESTING FOUNDATION INSPECTION. 13. SOIL STATEMENT INSPECTION OF THE SITE INDICATES SOIL CONSISTING OF UNDISTURBED SAND & ROCK WHICH IS CAPABLE OF WITH STANDING 2000 PSF (MAX.) SOIL PRESSURE. SHOULD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED, THE ENGINEER SHALL BE NOTIFIED BEFORE PROCEEDING WITH THE WORK. AT THE TIME OF CONSTRUCTION, THIS OFFICE WILL PROVIDE TO THE BUILDING OFFICIAL, A LETTER SIGNED AND SEALED ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION CONDITIONS ARE SIMILAR TO THE THOSE UPON WHICH THE DESIGNED IS BASED. 14. ALL LUMBER USED FOR FLOOR AND ROOF TRUSSES OR MISCELLANEOUS ITEMS MUST BE MIN. NUMBER 2 KD SO. PINE OR BETTER U.O.N., PROTECT ALL LUMBERS AGAINST CONCRETE WITH METAL OR APPROVED METHOD. 15. MASONRY BLOCK IS AN INTEGRAL PART OF THIS STRUCTURE AND PRODUCT COpE NVHTA 10 SHALL BE PLACE PRIOR TO PLACING STRUCTURE ABOVE. ' II TO WALL FMMARKS 80TH 6TRAp8 MIN. COMPRESSIVE STRENGTH F'm =1500 PSI, USE TYPE " S" MORTAR FOR �pQ BEARING WALL JOINTS, LAID WITH FULL MORTAR COVERAGE OF THE FACE 7 - I611 0 DOUBLE STRAP SHELLS IN BOTH HORIZONTAL AND VERTICAL JOINTS USE TYPE "M" WHEN A) 6_10d 21330 1943 • BELOW GRADE. z USE HORIZONTAL REINFORCING EVERY OTHER COURSE LADDER TYPE NO. 9 ----- GAUGE WITH VERTICAL STEEL NOTED ON FLOOR FRAMING PLAN & AT EACH y SIDE OF OPENING EXCEEDING OR EQUAL 3' -0" DOUBLE STRAP 16. ROOF & FLOOR TRUSSES (FLOOR TRUSSES N/A FOR THIS JOB) HEADER ALL WOOD TRUSSES SHALL BE DESIGNED BY THE FABRICATOR.SHOP UPLIFT DRAWINGS BEARING THE SEAL OF AN ENGINEER REGISTERED IN THE STATE BARKS USE FOR ALL JACKS BY USP OF FLORIDA SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER FOR 4 -I0d APPROVAL PRIOR TO FABRICATION TO ASSURE INTEGRITY OF THE 5100 STRUCTURE HAS NOT CHANGED DUE TO THE LOADING CONDITIONS. 8 -10d ROOF TRUSSES SHALL BE DESIGNED FOR 55 PSF GRAVITY LOADS AND 10 PSF DEAD LOAD RESISTING UP LIFT AS PER FLORIDA BUILDING CODE AND ASCE7 -98 COMPONENT & CLADDING INTERIOR ZONE FLOOR TRUSSES OR JOISTS 65 PSF GRAVITY LOADS ALL GIRDER TRUSSES MUST BE DESIGNED FOR FULL LIVE & DEAD LOAD WITH NO REDUCTION IN LIVE LOAD. STAGGERED ALL SPLICES FOR GIRDER TRUSSES WHERE IT IS POSSIBLE TO DESIGN SYM. 17. SLAB ON GRADE CONSTRUCTION JOINTS SHALL BE TOOLED OR SAW CUT (WITH 24 HOURS OF PLACING CONCRETE) THE JOINT PATTERN SHALL BE SQUARE AND LIMITED TO THE AREA NOT EXCEEDING 625 SQUARE FEET WITH AN ASPECT RATIO OF NOT MORE THAN 2:1(N /A TO THIS JOB) 18. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND CONDITIONS BEFORE PROCEEDING WITH THE WORK AND REPORT ANY DISCREPANCIES TO THE ARCHITECT AND ENGINEER FOR APPROPRIATE ACTION AND ALL WORK SHALL BE EXECUTED IN ACCORDANCE WITH ALL LOCAL AND NATIONAL BUILDING CODES AND GOVERNING REGULATIONS. 19. THESE PLANS COVER STRUCTURAL ENGINEERING ONLY, FIRE RESISTANCE, INTERIOR FRAMING AND ALL ITEMS NOT SHOWN SPECIFICALLY ON THESE PLANS ARE NOT PART OF OUR CONTRACT. ACCURACY: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS BEFORE PROCEEDING WITH THE WORK, AND REPORT ANY DISCREPANCIES TO THE ARCHITECT AND ENGINEER FOR APPROPRIATE ACTION. CODES: 1. ALL WORK SHALL BE EXECUTED IN ACCORDANCE WITH ALL LOCAL AND NATIONAL BUILDING CODES AND GOVERING REGULATIONS & FLORIDA BUILDING CODE 2001 EDITION MASONRY 1. HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM C90 NORMAL WEIGHT, TYPE 11, MINIMUM NET COMPRESSIVE UNIT STRENGTH = 1900 PSI. (NET AREA COMPRESSIVE MASONRY STRENGTH f'm = 1500 PSI). 2. MORTAR SHALL BE TYPE M OR S AND CONFORM TO ASTM C270 (PROPORTION OR PROPERTY SPECIFICATION). 3. COARSE GROUT SHALL CONFORM TO ASTM C476: a 3000 PSI AT 28 DAYS. b 1/4" MAXIMUM AGGREGATE. c) 8" TO 11" SLUMP PLACE GROUT IN LIFTS NOT EXCEEDING 4' -0" 4. CODES AND STANDARDS: ACI 530- 95 /ASCE 5 -95-BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" ACI 530.1- 95 /ASCE 6 -95 "SPECIFICATIONS FOR MASONRY STRUCTURES" 5. A REINFORCED CONCRETE TIE BEAM SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL DRAWINGS AT EACH FLOOR , THE ROOF, AND AT TOP OF ANY PARAPET WALL. USE GALVANIZED MESH -TYPE CELL CAPS. 6- A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TEST- A) SAMPLE AND TEST GROUT IN ACCORDANCE WITH ASTM C1019 FOR EACH 5000 SQ.FT.OF MASONRY B SLUMP TEST- ASTMC143 C MASONRY PRISM TEST IN ACCORDANCE WITH ASTM E447. METHOD B, MODIFIED AS FOLLOWS: 1) PRISM SHALL BE STACK BOND, ONE UNIT LONG AND THICK WITH A FULL MORTAR BED. 2) LIMIT HEIGHT/THICKNESS RATIO FROM 1.33 -5.0 ONE SET OF 3 PRISMS PRIOR TO CONSTRUCTION AND DURING CONSTRUCTION FOR EACH 5000 SQ. FT OF WALL, OR LESS. __HURRICANE STRAP SCHEDULE PRODUCT COpE NVHTA 10 FASTM4ERS lOdXlv,'L UPEE- O WALL II TO WALL FMMARKS 80TH 6TRAp8 i SEATS 10 -1001 6 -1001 2133 M 1943 • I611 0 DOUBLE STRAP NVHTA 12 12 -Imd 6_10d 21330 1943 • 16110 DOUBLE STRAP NVHTA 14 14 -10d q 2133 • 1943 0 1611 • DOUBLE STRAP CODE HEADER JOIST UPLIFT GRAVITY 645 0 BARKS USE FOR ALL JACKS BY USP JUS24 4 -I0d 2 -1001 5100 SK42BL/R 8 -10d 6 -1601 8l5 • 1160 USE FOR COMER JACKS BY USP EHUH 26 20 -1601 10 -1001 1200 • 23850 BY USP EHUH 28 28 -1601 10 -Imd 1845 + 34100 BY USP HCL If HCR 6 -16d 6_16d 151 • NVBH24 12 -10d 12 -10d 1224 0 9540 ALL G0NNEGTOR5 BY NU -1/UE INDU5TRIE5 (U.O.N) LAP SPLICE SISHE PULE SAR SIZE LENCsTH (INCHES) #4 24" UP TO 6' -0" 8X16 1 12X16 SON #6 "a I6 X 12 2 - #5 #8 CLN #0I 64■ GAST IN PLACE LINTEL SGHMDULM CLEAR SPAN REINI=ORCINC; UP TO 5' -0" 8X12/ 12X1? 2 # 5 T * B, # 3 0 4" O.G. UP TO 6' -0" 8X16 1 12X16 2 # 6 T 4 B, # 5 60 O.G. EA. HAY NF-116 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. CONSTRUCTION LOADS: THE STRUCTURES INVOLVED HAVE BEEN DESIGNED ACCORDING TO THE LIVE AND DEAD LOADS AS LISTED UNDER THE DESIGN CRITERIA SECTION ABOVE AND ACCORDING TO THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. THESE LOADS MAY NOT TAKE INTO ACCOUNT LOADS WHICH MAY BE IMPOSED DURING CONSTRUCTION. 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. SAFE GUARDS: RAILING , PICKETS ,HAND RAILS, STAIR RAILING AND OTHER SIMILAR SAFEGUARDS MUST BE DESIGNED AS PER FLORIDA BUILDING CODE 2001 EDITIONS SECTION 1608.2 & NFPA 101 REQUIREMENTS PROVIDE SHOP DRAWINGS SIGNED AND SEALED WITH CALCULATIONS TO ARCHITECT AND ENGINEER FOR APPROVAL. 6 TO TB (AFTER PROTECTNCs IT WITH 4 2- RTW24- 1-ULLY NAILED To TRUSS t APCON SCREWS INTO CONCRETE TB ' 4 2' O.CJ 2 X 8 BETWEEN TRUSSES TO TB WITH 216' HILTI PNS (CAT. • ON12P8). THEN :H TRUSS W/ 4 -16d NAILS (TOE NAILS) TRUSS ANCHORAC r= REPAIR 1DETA I L 344 ■ 1' - 0' USE THIS DETAIL IF TRUSS IS MISSING THEIR ANCHORAGE _ NOTE ADDED r-OUNr;)A71ON 5CHr=MULE MARK slzE REINFORCINS ��� A NT• TRANSV EA. HAY NF-116 I6 X 12 2 - #5 2 - #5 2 4 1IX4 "X 1/4" Sa WI= -8 8 x8 I - #5 4 - #5 #5 @ 12" GG #5 DDOeP" DOWELS Fi2� v HOLES q #5 IN O ROUT F I L.Lr=D CELL GOLU�4I N 5GHr;�ULE MARK SIZE REIWORCINS REMARKS vERTIGAL TIES BOTr 8 11X 12" 4 - #5 #5 0 12" GG 2 - #5 2 4 1IX4 "X 1/4" Sa TOP U PL 12 "X12 "X4 "XI /4" W/ 4 5/6" THRU BOLTS SOT. PL 12 "XI2 "X3/8" W/ 4 518" AN. BOLTS 5 8 "X 12" 4 - #5 #5 @ 12" GG #5 DDOeP" DOWELS Fi2� v HOLES q #5 IN O ROUT F I L.Lr=D CELL BEAly 5GHE�ULE MARK SIZE REINFORCING REMARKS HT NVHTA 18 MID BOTr STIRRU1x TB 8 X 12 2 - #5 NOA 01 -0110.06 2 - #5 #5 ® 120 FIRST 48" T B -1 S X 22 2 - #5 747# 2 -# 6 #5 ®8 "G TIE53-I ", x I" CA Q5 IrV I &_ 1. LoIrvc_-7. /-%" IJ= I ANILS HANGER SCHEDULE PRODUCT GODE/MF6. # OF NAILS UPLIFT REMARKS HT NVHTA 18 FULLY NAILED 2133 # NU 6- I Od NOA 01 -0110.06 NU WE FULLY FULLY NAILED NOA 01- 0110.06 747# TAPCOM SCREWS STED RAFTER TIE53-I ", x I" MIN. �( y1 r -• i ,- 0 0 ZZ 941 g r a SHEET N to t" . 0 r r > . `d o > r C7 � ri tTf . X - 0 r yz n C > Z x0 701 ;a tti M Vf O d o tl "rn z r n z n �- 5'