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09-1027-022r C. s•G €n. 2 {r; STRUCTURAL NOTES 1. ALL CONCRETE SHALL DEVELOP A MINIMUM 28 DAY COMPRESSIVE S I NGTH OF 3000 PSI. 2. REINFORCING STEEL SHAD. BE IN ACCORDANCE WITH A. S. T. M. SPECIFICATION A415, GRADE 80. 3. CONCRETE COVERAGE UNLESS OTHERWISE NOTED OR SHOWN: A. FOOTIN 3' FOR BOTTOM AND SIDES. B. BEAMS 1 -1/0 TO STIRRUPS OR TIES. C. COLUMNS 1 -1/2' TO TIES. D. SLABS (INTERIOR) 3/4' FOR BOTTOM AND TOP. E. SLABS (EXTERIOR) 1 -1/2' FOR BOTTOM AND TOP. 4. REINFORCING STEEL SHALL BE BENT, LAPPED AND SPLICED IN ACCORDANCE WITH A. C. I. STANDARD DETAILS AND SPECIFICATIONS MINIMUM LAP =1' -0'. 5. 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. 6. DOWEL ALL COLUMNS TO FOUNDATIONS WITH BARS OF SAME SIZE AND NUMBER AS IN COLUMN. DOWEL SPLICE 36 DIAMETER MINIMUM. 7. COLUMNS SHALL BE POURED TO FULL HEIGHT AND ALLOWED TO ATTAIN INITIAL SET PRIOR TO PLACING BEAMS ABOVE. MINIMUM TIME INTERVAL 3 HOURS. 8. SEE ARCHITECTURAL PLANS FOR ALL ELEVATIONS AND DIMENSIONS NOT SHOWN. 9. ALL WORK SHALL BE DONE IN ACCORDANCE TO THE'FLORIDA BUILDING CODE 2007 EDITION. 10. FILL FOR FLOOR SLABS SHALL BE PLACED IN 12' LAYERS AND ROLLED AND /OR COMPACTED TO A MINIMUM FIELD DENSITY OF 95% AS MEASURED BY THE'MODIFIED PROCTOR TEST ALL FILL SHALL BE CLEAN SAND OR SAND/ROCK MIXTURE FREE OF ORGANIC OR OTHER DELETERIOUS MATERIALS. 11. VISUAL INSPECTION INDICATES THAT THE SOIL CONDITIONS AT THIS SITE ARE ADEQUATE TO SUPPORT THE DESIGN LOAD OF 2000 PSF (ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF). SHOULD OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED, THE ENGINEER (ARCHITECT) SHALL BE NOTIFIED BEFORE PROCEEDING WITH THE WORK. AT THE TIME OF CONSTRUCTION THE 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 THE DESIGN IS BASED PER FBC R4404.2.2. 12. ALL CONCRETE BEAMS MARKED TB SHALL BE PLACED USING WALLS AS BOTTOM FORMS, AND SHALL HAVE CONTINUOUS TOP AND BOTTOM REINFORCING. SPLICES, WHERE NECESSARY, SHALL BE MADE IN MIDDLE 1/3 OF SPAN FOR TOP BARS AND END 1/3 OF SPAN FOR BOTTOM BARS. PROVIDE A 40 DIA. LAP MINIMUM AT ALL SPLICES. ALL EXTERIOR CORNERS SHALL HAVE 2 #5 x 5' -0' CORNER BARS, ONE TOP AND ONE BOTTOM, BENT AT MID - POINT. 13. DESIGN SUPERIMPOSED LOADS: AREA DEAD LOAD LIVE LOAD ROOF 25 PSF 30 PSF FLOOR 35 PSF 40 PSF WIND IN ACCORDANCE WITH ASCE 7-05 VELOCITY V -146 M.P.H. EXPOSURE CATEGORY V, BUILDING CATEGORY 4, IMPORTACE FACTOR 1 -1 A INTERNAL. PRESSURE CO - :tQ18 14. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATIONS AT OTHERS LOCATIONS THAN THAT SPECIFICALLY INDICATED. 15. TO THE BEST OF THE ENGINEER'S KNOWLEDGE, THIS STRUCTURAL' PLAN AND SPECIFICATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND WIND DESINGN LOADS IN ACCORDANCE TO ASCE 7.06. I& ALL LUMBER FOR JOISTS, RAFTERS BEAMS AND STUDS FOR BEARING PARTITIONS SHALL BE SOUTHERN YELLOW PINE #2 AND SHALL HAVE A MINIMUM EXTREME FIBER STRESS IN BENDING OF Fb -1200 P.S.I. (E- 1780000 P.S.I.) 17. DATUM ELEVATION 0'-0" ESTABLISHED AS TOP OF GROUND FLOOR SLAB. 18. ALL DOOR AND WINDOW OPENINGS SHALL BE COORDINATED WITH ARCHITECTURAL PLANS AND MANUFACTURERS SPECIFICATIONS. 19. ALL LINTELS OVER MASONRY OPENING SHALL BE AS MANUFACTURED BY CAST- CRETE, OR APPROVED EQWALENf AND SfWl BEAR A MIN. OF 81NCHES EACH SIDE OF OPENINGS. (8U8) PROVIDE POURED IN PLACE WIDTH OF WALL X 8' DEEP W/ 2#5 BO'IT. AT =a COL JAMBS AND WALLS > 8'. 20. ALL PLYWOOD FOR ROOF SHEATHING SHALL BE OW APA RATED EXPOSURE 1 CDX DEMOLITION NOTES 1. CAREFULLY REMOVE TOTALLY OR PARTIALLY INDICATED WALLSIIPARTITION, FILL OR CUT AND GRIND ANY UNEVEN, LOW OR HIGH FLIOORAREASAS NECESSARYTO MAKE ENTIRE FINISH FLOOR HIM AND UNIFORM. 2 WHERE WALLWARTTTIONS ARE M BE REMOVED, FINISH DAMAGED SURFACES (CEILING AND WAITS) TO MATCH. 3. WHERE BLACKING OF OPENINGS AT EXTERIOR WALLS EI REQUIRED FINISH TO MATCH EXISTING BOTH INSIDE 4. TEMPORARILY BRACE ANY EXISTING WALUPARTTTION AS REQUIRED TO ALLOW FOR CONSTRUCTION OF NEW WALLSIPARTTTIONS OR INSTALLATION OF DOORS OR OTHER FD(TURES. 5. PATCH FLOOR AS REQ'D TO MATCH EXISTING. & COORDINATE ALL DEMOLITION WITH ARCHITECTURE 7. SHORE ALL E)wnNG FRAMING SUPPORTED BY COLUMNS TO BE REMOVED UNTIL NEW COLUMNS HAVE BEEN POURED. REINFORCED MASONRY NOTES: 1. ALL BLOCK WALLS SHALL BE TWO CELL HOLLOW CONCRETE MANSORY BLOCK MANUFACTURED IN CONFORMANCE WITH ASTIM CAD AND PROJECT SPECS. THESE MASONRY UNITS SHALL PROVIDE A MINIMUM PRISM STRENGTH F1m -1.500 PSI IN 28 DAYS AS DELIVERED TO THE JOB SITE MANUFACTURER SHALL SUBMIT PRISM TEST RESULTS FOR ALL MASONRY USED ON THE PROJECT PRIOR TO CONSTRUCTION. THREE PRISMS SWILL BE MADE FOR EACH TEST OF 5000 80. FT: OF WALL. PRISMIS SHALL BE TWO BLOCK HIGH, USING TYPE M MORTAR ON FACE SHELL ONLYAND MADE TESTED IN CONFORMANCE WITH AS.T.M. C 140-M TOGETHER WITH AS T.M. E 447. METHOD B AS MODIFIED IN ACI 530.199. 2. ALL GROUTING SHALL COMPLY WITH ASTM 0478 WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS. MD( SHALL HAVE 318' MAX. SIZE AGGREGATE WITH A MINIMUM SLUMP OF 8'. GROUT SHALL BE SAMPLED AND TESTED AS PER ASTM Ga% WITH A MIN. OF 3 TESTS PER 30 YD. OR LESS BEING PLACED EACH DAY. 3. TYPE M MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECTAND PROPORTIONED AS OUTLINED UNDER ASTM C-M HOLLOW UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HORmONTALAND VERTICAL FACE SHELLS EXCEPTTHATWEBS SHALLALSO, BE BEDDED IN ALL COURSES OF COLUMNS, IN THE STARTING COURSE ON HORIZONTAL AND VERTICAL FACE JOINTS SHALL BE 3/8" THICK; U.O.N. VERTICAL JOINTS SHALL BE SHOVED TIGHT. MORTAR PROTRUSIONS EXTENDING INTO CELLS OR CAVITIES (THAT ARE TO BE REINFORCED AND GROUTED) SHALL BE REMOVED. ALLOW MIN. 24 HOURS FOR MORTAR TO CURE PRIOR TO GROUTING. 4. STANDARD HIGH -LIFT GROUTING PROCEDURES SHALL BE FOLLOWED. LAY UP BLOCK AS REQUIRED. DROP VERTICAL STEEL INTO CELLS CONTAINING DOWELS AND SECURE IN PLACE. PROVIDE CUTOUT ON FACE FOR CLEAN OUT, STEEL TYING AND INSPECTING, AND GROUT FLOW VERIFICATION. GROUTING SHALL BE DONE IN MAX. OF 4' -0" LIFTS, CONTINUING AROUND BUILDING AND RETURNING TO THE STARTING POINT WITH APPROXIMATELY ONE HOUR DELAY PRIOR TO COMMENCING WITH NEXT 4' -0" GROUT LIFT. GROUTING SHALL BE CONTINUOUS UNTIL COMPLETION. THE LEVEL OF GROUT SHALL BE STOPPED 1 -1/2" FROM TOP OF THE LAST MASONRY UNIT. WHERE BREAK AWAY OR BREAK OUT IS CALLED FOR OR REQUIRED, A SAW CUT SHALL BE USED. FOLLOW ABOVE PROCEDURE TO ROOF LEVEL. 5. ALL WALLS SHALL BE REINFORCED AND GROUTED VERTICAL AND HORIZONTAL CONTINUOUS AS SHOWN ON DRAWINGS. ALL WALL OPENINGS SHALL HAVE A MIN. OF 2 # 5 VERTICAL EA. SIDE AND 2 # 5 TOP AND BOTTOM(U.O.N. ON PLANS AND SCHEDULES). ALL SPLICING IN REINFORCING BARS SHALL BE A MIN. LAP OF 6 X BAR NUMBER. MASONRY CONTRACTOR SHALL PROVIDE "LADDER" TYPE "DUR -O- WALL" HORIZONTAL REINFORCING AT ALTERNATE COURSE 16" C/C U.O.N. DUR -O -WALL SHALL BE CONTINUOUS WITH A MIN. SPLICE OF 6 ". PROVIDE PREFAB TEES AND CORNER SECTION AS REQUIRED. ALL LINTEL REINFORCING BARS SHALL EXTEND NOT LESS THAN 24" BEYOND EA. SIDE OF ALL OPENINGS. 6. MASONRY CONTRACTOR SHALL LAY BLOCK UNITS SO AS TO ASSURE TIGHT HEAD JOINTS AND SNUG BED JOINTS FOR SHRINKAGE CONTROL AND WATER TIGHTNESS. MORTAR JOINTS SHALL BE TOOLED WHEN THUMB PRINT HARD TO INCREASE WATER TIGHTNESS. ALL ADJUSTMENTS TO BLOCKS NOTED ON PLANS SHALL BE SAW CUT. WHERE BREAK AWAY OR BREAK OUT IS CALLED FOR, A SAW CUT SHALL BE USED. 7. CONTRACTOR SHALL RETAIN THE SERVICES OF AN INDEPENDENT TESTING LAB TO PROVIDE TESTING IN COMFORMANCE TO PLANS AND SPECIFICATIONS. ALL TESTING SHALL BE PAID BY THE OWNER. 8. ALL MASONRY DESIGN AND CONSTRUCTION SHALL COMPLY WITH ACI 530 -99 AND ACI 530.1 -99 IF CONC. BLACK WALL VERT. REINF. (SEE SCHED.) 2 #9 WIRE REINF. - (DUR•O WALL.) OR APPROVED EQUIV. LADDER TYPE 20 J U M w U M A U) g 0 v 3" BEAM SCHEDULE MARK ELEV. SIZE BOTT. TOP CONT. STIRRUPS REMARKS B x D No. SIZE No. SIZE No. 82E SPACING EACH END TB VARIES 8' x 121 2 #5 2 #5 #3 0 1 r THRU TB-1 +101-101, 8" x 22" 2 #5 2 #5 #3 @ 12" THRU o coo 4 a o �o c' FOOTING SCHEDULE MARK 3� REINF. REMARKS WF-16 16' x 12' 2 #5 CONT. SIZE #6 @ 24" W -3 TIC 8'x 12' 4 #5 #3 @ 8' SC 8"A W 2 #5 PROVIDE 24 BAR DIA. MIN, OR TERMINATE ENDS IN "C" BARS (TOP OVER EACH SUPPORT) WHERE STANDARD 90 HOOK OR SEMI - CIRCULAR HOOK, BARS DIFFER IN TWO ADJACENT SPANS ATA COMMON SUPPORT, THE LARGER BARS TOP CONT. (CONTINUOUS TOP BARS) LAP IN MIDDLE SCHEDULED SHALL BE USED. 1/3 OF SPANS WHERE REQUIRED. 2" CL. 0.25 L 0.30L 0.30 L 0.30 L 0.30 L U "E" BARS d d d ° d ° Fu d C d °d d d a ° d Q ° ° d d ° e d LAP ° ° d d ° 11 Q J ° e a d d ° e U @ � °a d U 6 d N ° 6n N lA „ 613 6n MIN. MIN. MIN. STIRRUP SPACING AS MIN. a MIN. dd a a e SCHEDULED. ° ALL REINF. STEEL IN SAME LAYER UNLESS OTHERWISE FIRST STIRRUP SPACED NOS, FROM FACE OF SUPPORT. L1 L2 L3 TYPICAL BEAM REINF. PLACING DIAGRAM N.T.S. TIE COLUMN SCHEDULE MARK SIZE VERT. REINF. TIES REMARKS W x L No. SIZE #6 @ 24" W -3 TIC 8'x 12' 4 #5 #3 @ 8' SC 8"A W 2 #5 STARTER COL ^ _ D 00 �- ^ ^^ U rn CMU WALL SCHEDULE MARK CONC. BLACK VERT. REINFORCING W -1 8" #6 @ 48" W -2 8" #6 @ 24" W -3 8" #6 @ 32" ^^ U II I CLEANOUT OPENING (GROUT AFTER INSPECTION TYP. @ ALL LEVELS & @ I BASE OF ALL CELL GROUTING HIGHER THAN 4' -0') 1/2" EXP. JT. l TOP OF FIN. FLOOR CONC. SLAB (SEE PLAN) V d d d WATERPROOF MEMBRANE COMPACTED FILL Ig d \�� FOOTING (SEE FIND. PLAN) COMPACTED SOIL d ° TYPICAL WALL FOOTING DETAIL AT GROUTED CELL it G z co Q 0 Q m J U 4 #5 20 TC SCALE: 3/4' =1147 �d 8" sc SCALE: 314' =1'-0' CONC. COL (SEE SCHEDULE FOR SIZE & REINFORCING) COLUMN REINFORCING COLUMN DOWELS (SAME SIZE & NO. AS COL. REINFORCING) 1/2" EXP. JOINT 1 0 1 c TYPICAL TIE COLUMN TO FTG. DETAIL CONN. SCALE: 3/4 "= V -0" N. T. S. U.O.N. 48 BAR DIA. 1 # 5 CONNTINOUS d d � d ° MASI C.A.No. 3140 ^ ^ ^ ^ M.A. SUAREZ & ASSOCIATE8,7WC. ^ ^ ^ CONSULTING ENGINEERS 4889 SW 75TH AVENUE Phone: X05- 280.0363_ ^ MIAMI, FLORIDA 33155 '.'Cr 305 - 280.0384- A MAS JOB No. 1398? - ^ ^ Mart A. Suarez. PE. 25414 ^ I ^ 4" NOMINAL MONOLITHIC CONC. SLAB \A jj \ /j \ \� /, \ %i-- COMPACTED FILL POLYEnfAME VAPOR BARRIER 7�- 8" - TYP. THICKENED EDGE DETAIL T.E. SCALE: 314' =1'-0' CONC. FOOTING 48 BAR DIA. , d da d d d a II C d_ d lad oil 4 Q 0 FOOTING REINF. I m 00 CONC. FOOTING , 48 BAR DIA. , r d d c d d d 9 C d d C d d d - I` d g FOOTING REINF. 141- d o m ALTERNATE METHOD: I ADD MATCHING CORNER REINF. IN LIEU OF BENDING FOOTING REINF. CITY OF SOUTH MJAI4 1 BUILDING DEPT. TYP. FOOTING CORNER DETAIL STRUCTU L ECTION N.T.S. NOTE: MIN. SPLICE LENGTH - 36 BAR DIAMETERS , C 4 BARS. SEE FOUNDATION com T co PLAN FOR BAR SIZE :C\-1� r T OPENNING > 4-0" TYP. DETAIL AT OPENNING N.T.S. REINF. 2 CELLS ADJACENT TO WALL OPENING U.O.N. a Goa DOOA OR WIND OPEN G WALL OPENING N.T.S. SEE FOUNDATION PLAN FOR BAR SIZE PRDVED BY: w STRETCHER UNITS EA. SIDEOF COLUMNS (EVERY OTHER COURSE MIN.) (CORNER UNITS PERMITTED EVERY OTHER COURSE) Ele TIE COL. SEE SCHED. TIE COLUMN DETAIL N.T.S. ME]E as SEE FOUNDATION PLAN TYPICAL WALL N.T.S. SEE FOUNDATION PLAN FOR BAR SIZE EDDIE= « FILL THREE CELLS FILL TWO CELLS DINTERLOCK BLOCK D rp COURSES(TYP.) -7 CORNER DETAIL WALL INTERSECTION N.T.S. N.T.S. 310m FILL TWO END CELLS END WALL N.T.S. a W 0 z 8 1,01 0 1 co ^^ U Lu ^ _ D 00 �- ^ ^^ U rn 'vr o coo 4 a o �o c' O ov2 H c c. 6 rn E ca _ € c -a W a Q a� rn M n ¢ a 42 S ' �o O 3 d 0 dos Z v O H U) a. 0 0 0 0 L'+ � Q'N • 0 0 0 0 U w z w = M ''Q w 06 CID F_ Go 0 LO 0 0 0 w D: w F_ g k 0 � 0 w co 0 co 0 0 DATE: 0 9/30/2009 DRAWN 8Y: MCA CHECI® BY: MAS REVISIONS: PROJECT NUMBER: 2009 -08 SHEEP S -301 OF 0 © COPYRIGHT 2009 0 a W 0 z 8