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09-184-004FOOTING; 5C IPEUUL-E MARK SIZE DEPTH REINFORCING REMARKS W-8 8" 8" 1*5 BOTT. CONT. THICKENED EDGE WF-16 16" I6' 2*5 BOTT. CONT. STEM WALL FOOTING F-4 4'-01X4'-0" 16, 50r, T45 EA. WAY WD_ TRUS: 024"o.c. 2X4 'X' B WK2 )10d t TO EACH STRUCTURAL NOTES: iES RACING 1A ILS TRUSS 2X� T 41r NA CH 45` TO EX10'-0" s W/(2A0d LS TO TRUSS 7RD t60' MAX, TYPICAL... 'X' 5RACINC DETAII... CONCRETE: SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,000 P51 AT 28 DAYS, SLABS ON FILL: 3,000 PS.I- MAXIMUM SIZE OF AGGREGATES: 3/4'. MAXIMUM PERMISSIBLE SLUMP: 5' ±I' (SUBMIT CONC. MIX FOR APPROVAL) A MINIMUM OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU YARDS OR PORTION THEREOF, SPECIMENS SHALL BE TESTED ACCORDING TO A-S.T-M. C-3% CONCRETE DESIGN COMPLIES WITH ACI 318-05_ REINFORCING STEEL: SHALL CONFORM TO A.S.TM. A-615 GRADE 60 REINFORCING. STEEL SHALL BE DETAILED AND FABRICATED ACCORDING WITH THE 'MANUAL OF STANDARD PRACTICE FOR. DETAILING REINFORCED CONCRETE STRUCTURES! LAP BOTTOM STEEL OVER SUPPORT AND TOP STEEL AT MIDSPAN_ HOOK DISCONT- TOP REINF- MINIMUM LAP 36 BAR DIAMETER f UNLE55 OTHERWISE INDICATED. CLEAR COVER FOR REINF. SHALL BE: BEAM AND COLUMNS 1 1/2" SLA55 3/4', 11/2" TOP EXTERIOR FORMED FACES IN CONTACT WITH EARTH— 2' UNFORMED FACES 3 PRE -CAST LINTELS: SHALL BE 3,500 PSI CONCRETE WITH A MINIMUM DESIGN LOAD OF 650 Ibs/LF. LINTELS TO EXTEND S IN. EACH END OF OPENING AND TO HAVE CUT-OUT AT ENDS TO ALLOW VERTICAL REINFORCING TO GO' TgRU. PROVIDE 8" X 8' LINTEL WITH 2 Y 4 BOTTOM FOR OPENINGS UP TO 4'-0'. SUBMIT MANUFACTURER CALCULATIONS_ SLABS ON FILL: SHALL BE PLACED ON CLEAN, NON ORGANIC SOIL. SLABS ON FILL SHALL BE SAWCUT AS SHOWN ON DETAIL AND GROUND FLOOR PLAN AS SOON AS CONCRETE HAS SET- (24 HOURS MAXIMUM) FOUNDATION: REFER TO SHEET 5-1.1 FOR SOIL NOTES, STRUCTURALSTEEL: SHALL CONFOR[I TO A.S.TM. A-36. STRUCTURAL BOLTS TO BE- A-325, ANCHOR BOLTS: A-36, WELDINGS TO BE E-10XX ELECTRODE. STEEL JOISTS TO CONFORM TO LATEST EDITION OF 'STEEL JOIST INSTITUTE' STEEL DESIGN COMPLIES WITH RISC '5PECIFICAtiTION5 FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS', NINTH EDITION, SOIL COMPACTION: FILL AND BACKFILL TO BE COMPACTED TO A MINIMUM OF 95% OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR TEST. (ASTM D-1551) GENERAL: LPROVIDE POLYETHELENE MEMBRANE FOR ALL SLABS ON GRADE- (-06 IN. VISQUEEN) 2.PROVIDE 13 GA. DUR-O-WALL AT 16' O.C. FOR ALL BLOCK WALLS. 3.0ESIGN LIVE LOADS ARE AS FOLLOWS: ROOF 30 PSF WIND LOAD - AS PER �SCCEU V=146 mph, RE'C'. FLORIDA BUILDING CO : 200► J� APPROVALS: I.SUBMIT SHOP DRAWINGS FOR REINFORCING STEEL 4 ROOF TRUSSES, 2.5UBMIT CONCRETE MIX DESIGN. 3.SUBMIT LABORATORY REPORTS FOR CONCRETE TESTS. TOP OF PAD COLUMN SCHEDULE MARK SIZE STL. PLATE OR VERTICAL R.EINF. ANCHOR BOLTS OR TIES REMARKS 1 8'X16' 405 03 TIES A 8"o.c_ SG 3 1/2'X3 1/2'X 1/4`* SEE DETAIL SEE DETAIL + STEEL COL. C Fy=46 KSP Tc 81X12' 405 03 TIES Q 8'o.c. TIE COLUMN Tc 8'X12'XI&' 505 03 TIES * 81o.c. TIE COLUMN Tc 8'X16' 4#5 03 TIES 6 8"0.0. TIE COLUMN SEE COLUMN SCHEDULE II/z' CLEAR TO TIES • ' 4 (TYPICAL) 4 5AR5 14 SEE COLUMN I SCHEDULE II/z' CLEAR ` TO TIES • ' (TYPICAL) r r•_ (J 5ARS COLUMN TYPES 5X5X1/2' XIj' W/(2 A1a'#X& ` EMBED. HILT[ Ilk1'-4" KWIK BOLT 3 8' 5 1�3Ai�5 NEW DOWEL- INTO EXIST. FOOTING-DRILL/EPDXY 6' NEW EXISTING NOTE: FOOTING FOOTING: Y FOOTING E INK NOT SHOWN OR CLARITY A - - ;t DRILL/EPDXY 6' INTO EXIST- FTG. DRILL 2*5X3'-O' &'INTO EXISTING CONIC. DETAIL x" 3/4% I -oil TD. HOOK 3 TIES THRUOUT - SEE COLUMN SCHEDULE VERTICAL REINF. -SEE COL. SCHED. DOWELS - SAME 51ZE 4 NO. AS VERT. REINF. /—+=4*18'TX 4'-0" % Tin;f- $Pnl If M 51 AR PROVIDE STE FOOTINGS EXTEND D (SEE PLAN) INTO PAD FOOTING OWELS OR WALL FOOTING TYPICAL_ CON(. COLUMN DETAIL_ 3/4" V itiu V C4 • U i i • V V rL Vi• U U o v V V • V V • V V J••J Y) • • a -I I- I.I. �Jj /� //JJ�� //��yy . //�� /J� 11 1.• 1'-0' 1'-0' 1'-0' I' -OR 1'-0' 1'-09 I' —ON 1'-0' ' 11/ 'X10' STEEL c • PLATE FACE WALL OR COLUMN ELATE,ELEVATIQN 6' DITION AT FLUSH O EN1N FACE WALL OR FACE WALL OR COLUMN STEEL PLATE 6 EXIST. CONCRETE 5EAMS DETAIL (ONLY AT LOCATIONS SHOWN ON ROOF PLAN, 5-1.2) SEAM SC�4EFDULE MARK ELEV. SIZE (in.) REINFORCING No, 3 STIRRUP U.ON_ REMARKS T T P I R5-1 +10'-2' SX24 2#1 201 - - 5'o.c. WITH 135' HOOKS 2*5 INTERM. R5-2 +10'-2' 5X12 2"1 2*5 - - 5'oc. THRUOUT R5-3 +10'-2 6X12 2*5 2*5 - - * 5' o;c. THRUOUT RB-4 +9'-0' SX24 2*5 2*5 - - * 8' o c- THRUOUT 205 INTERM_ R5-5 +Gj'-0' 6X12 206= 205f - - * 5" oz. THRUOUT =DRILL/EPDXY &K BOTI- ENDS. R5-6 +10'-8' 8X12 206 2*5 5" oz. THRUOUT T.B. SEE PLAN 6X12 205 2*5 ' EACH END, BAL. 048' TIE BM RRB VARIES 8X12 2*5 2*5 - - *12" o.c. THRUOUT RAKED BEAM NEW TIE BM. (OR BM.) 01 E: BEAM INF. NOT SHOWN OR CLARITY y DRILL/EPDXY 2*5X3'-4 TOP AND BOTTOM, 6' INTO EXIST. CONCRETE DETAIL n TIE BM. tiF' (2) Ne,'+X�o' EMBED,_zlt HILTI KWIK BOLT 3 CONDITION FOR EXISTING BEAMS a e" A Un= Lela= TYPICAL OR"LOUTED CELL DETAIL_ XIST- TIE BM. EEC W.3/4% 1'-fd' TRUSS NEW NVRT TWISTED - STRAP WK 0 10d NAILS FOR EACH 1250 OF UPLIFT 4 (1) 1/4'#X21/4' TAPCON FOR EACH 420* OF UPLIFT. . I MISSING STRAP DETAIL L-1 L-2 CANTILEVER 1/4 L-1* 1/3 L-1* 1/3 L-2* 1/ L-2* IP OR CA _ LEWSN +2'-0' 'T' BAR 0 0 STD. 'B' BAR 'T. BAR 'B' BAR HOOK L'E' BAR 'T' BAR "MIN- I 6" MIN- 0l` 'T,,' BAR I I >TD. � V V COLUMN DEPTH 4' SEAM STEEL PLACING DIAGRNAM CONC. BM, SEE PLAN == WHICHEVER 15 LONGER = WHICHEVER 15 LONGER IN TWO CONSECUTIVE SPANS STIRRUP NOTE: PLACE FIRST STIRRUP 2' FROM FACE OF COLUMN (4)5/s'*XS' LG, SEE BEAM SCHEDULE FOR SPACING EACH END HEADED STUDS WELDED TO STL. BEAM NOTES: I/a I I PL. 5/a"XS"X12" 1_ PROVIDE 1 0 �5 HORIZONTAL EACH FACE FOR BEAMS DEEPER THAN 30'. " 2.5 4a'. 305 . 661. I I I REINFORCED MA50N Y NOTES I - ALL STRUCTURAL CONCRETE BLOCK UNITS SHALL CONFORM TO THE 'STANDARD I SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS, ASTM C-90- 4 ACI 530_ I 2- ALL UNITS SHALL BE BUILT TO PRESERVE THE VERTICAL CONTINUITY OF THE CELLS TO BE FILLED, AND TO MAINTAIN A CLEAR, UNOBSTRUCTED CONTINOUS I I 31/z `X31/z' STL_ VERTICAL CELL MEASURING 2 INCHES BY 3 INCHES, COL. 3- CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED IN ORDER TO VISUALLY INSPECT THE CONTINOUS FLOW OF CONCRETE. 4- VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE BOTTOM AND TOP I OF THE CELL TO BE GROUTED. MINIMUM LENGTH OF LAP SPLICE = 4$ BAR DIAMETER I MAX" HEIGHT OF LIFTS TO BE LIMITED TO 4-0 FT. HIGH. I 5- ALL CONCRETE USED FOR FILLING SMALL BE 3 000 P51 PEAROCK (8' MIN. SLUMP) I b - MORTAR STRENGTH TO BE TYPE 'M' (2,500 R5.la i - SEE SHEET 5-3.1 FOR 'TYPICAL GROUTED CELL SECTION'. I I S - ULTIMATE COMPRESSNE MASONRY STRESS (f'm) TO BE A$ FOLLOWS: 1,500 PPS1 I I WRAP COL. W/ a - GROUTED CELL REINFORCING TO BE AS FOLLOWS: -SEE PLAN FOR REiNF,' OE SOUTH I.1 IA1%';t EXP, JT. MAT. PROVIDES GA. GALV. LADDER TYPE HORIZONTAL REINF. * 16'oc. EXTENDJ14',INTO C LTJK5. I I I 10 - SPECIAL INSPECTION REQUIRED FOR REINFORCED MASONRY UNITS. STRUCTURAL fiECTl01 I I It - MANUFACTURER TO SUBMIT BLOCK C-OMPRE551VE STRENGTH (f'm) FOR APPROVAL, I %pp'OVED �Y, w ( I ENCASE PL. IN 3 GONG. COVER (MINIMUM) NOTE: REMOVE FOOTING SEE PLAN EXISTING FOOTINGS' I 1 AT NEW PAD SHORE I 11 11 11/2' NON -SHRINK GROUT ""• 7315 SW a7Tt1 AVE, 100 JOB NO: 2607 EXISTING STRUCTURE ' : 4C �a4'�AssoMIAMI, FLORIDA 33) 73 5/a'Xi2'X12' BASE PL. sF ,��1 ' Q�� /44�5 DRAWN BY: CLL 305.41 2.2200 W/ (4r/ � HILTI KWIK �t" 90� of OBI ©I�IGN/APF'f�i G.V.P. a07-5-4.1 VBOLTS 3, l&" PENETiL4TION) , z Ocorgc V. Plrcz, P.E. 12294 I 4 i � �� •� CA 0001539 tAL� Monlca Plrcz, P.). ;� Sa734 STEEL_ COLUMN DETAIL_ N TITLE: i 11CAL 5HE1 f . r • • •uYUU uY• d Y • Y V V Y Y V u VUU•Y Y Y U V J Y Y • Y f leery International Inc. • 811 Ponce De Leon Blvd.. Oral Gables, FL,,33134 • P 'L: (�05) 441-1556 r LC Y 0 f'IX.�-r305) 445-2374 � W L http:/Iwww.s-garchitects.com - ` AA 0002293 EB 0005176 Project Number 0723701 Consultants G.V. PIREZ STRUCTURAL ENGINEERS 7315 S.W. 87th AV MIAMI, FL 33173 TEL: 305-412-2200 Consultants ?- k t DESIGN ONE CONSULTING ENGINEERS 809 S.W. S STREET, No. 200 MIAMI, FL 33130 r TEL:305-860-0384 i #; L 3 OFFICE.TENANT IMPROVEMENT%4'OR C E Ic DR. ILEANA R $ PEREZ - QUI NTAI ROS 6310 SUNSET DRIVE MIAMI, FLORIDA33143 c L Revisions Data" Qj BLDG. DEPT. COMMENTS ,, 0E-25-0 f OWNEX'S REVISON(3=09 L_ 3Q OWNER'S XFVISON I�-16-09 c s : i rr E 1 µ .L S Seal: s � E . L L C PLAN NORTH Checked By: ^ GVP Drawn By: CLL Issue: 01-12-09 Date: 01-12-09 Sheet Index: I TYPICAL SHEET 1 - i } 1 I r .r. I Sheet Number. S-4.1 F