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13-122(2)-007i t _ p D � p NELU CONCRETE COLUMN REFER TO FOUNDATION PLAN ALL SPLICES SHALL 5E A MIN. 48' x BAR DIAMETER EMBED 6' INTO EXI5T. FOOTING. p UJ/ HILTI HIT HY 150 EPDXY, ALL DOWELS TO MATCH COLUMN STEEL IN QUANTITY t SIZE. p *5 TOP AND BOTTOM DOWELS EMBEDDED V INTO EXISTING FOOTING EXISTING FOOTING W/ HILTI HIT HY -150 EPDXY SYSTEM p , p TO REMAIN TYPICAL BOTH SIDES- D m p. p __� I I I I �_ • • • •. • • * • . • a LJ LJ '•a p D NT5 GENERAL NOTES CONCRETE NOTES SHALL CONFORM WITH AGI -318 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH U A SPECIAL INSPECTION BY A FL. CERTIFIED ENGINEER OR SPECIAL INSPECTOR, WILL BE REQUIRED FOR REINFORCED MA50NRY CONSTRUCTION, PRE CAST UNITS t ATTACHMENTS, 501L COMPACTION, HIGH, STRUCTURAL STEEL CONNECTIONS ! CURTAIN WALL SYSTEMS_ 1) CONCRETE OF 2500 PSI * 28 DAYS FOR FOOTINGS, SLABS 4 3000 P61 BEAMS t COLUMNS. ROOF TRUSSES OVER 35' LONG OR 6' -0' SHOWN ON THE PLANS IS STRICTLY FORBIDDEN, THE ENGINEER WILL 2) MAXIMUM PERMISSIBLE SLUMP 15 5 -6' IN STRUCTURAL CONCRETE WITH THE EXCEPTION BEING SAND CEMENT 2) THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT NOT BE REBFCN515LE FOR ERRORS RESULTING FROM SUCH ACTIONS. GROUT AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4' CONCRETE ASTM G -33 SHALL CONFORM TO 3) CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION. 3) A5TM C -t4 4) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR BETTER, WITH THE APPROVAL 4) NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER OF ENGINEER OF RECORD, TERMITE PROTECTION TREATMENT TO SOIL IN 5) CONCRETE TESTING 15 REQUIRED AS FOLLOWS: 1 SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE 5) PRIOR TO CONSTRUCTION PROVIDE ACCORDANCE WITH 'NATIONAL PEST CONTROL ASSOCIATION' 5TANDARD5 AS PER ASTM G -154 (o) CLEAR COVER FOR REINFORCING BARS SHALL BE: (o) IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND CONTACT THE ENGINEER FOR CLARIFICATION AND DIRECTION BEFORE UNFORMED FACES ._ 3' BALCONY SLA55 _.1- 112' 3' FIELD CONDITIONS OR OTHERWISE, IMMEDIATELY COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO FOOTINGS -.._. 5EAM5 /COLUMN5 __ 1 -112' FORMED FACES IN CONTACT W /EARTH_ 2" PROCEEDING. PROCEEDING WITH THE WORK CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION, PROVID " FOR STRUCTURAL 1)THE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE AND SHORING, 15 THE SOLE RESPONSIBILITY OF THE CONTRACTOR IT IS THE RESPONSIBILITY 1) ALL CONCRETE WORK IN ACCORDANCE WITH SPECIFICATIONS (ACI- 301 -M) TEMPORARY BRACING OF THE CONTRACTOR TO EMPLOY THE NECE55ARY PROFE65IONAL SERVICES TO DETERMINE THE NEGE55ARY METHODS CONCRETE' AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING AND SHORING SHALL BE INCLUDING THE WEIGHTS OF ALL SUPPORTED MATERIALS PLUS A LIVE REINFORCING- S TEFL (VOTES DESIGNED TO RE515T ALL CONSTRUCTION LOADS LOAD OF 80 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING AND RETAIN IN PLACE UNTIL PERMANENT 1) REINFORCING STEEL ry ■ 60,000 F.B.I. rs = 24000 P.S.I. Es = 25,000000 P.S.I. Em = 1,350,000 P.S.I. N = Es/Em = 21.48 2 LTO CONFORM 'MANUAL STANDARD DPRACTICEIFOR DETAILING REINFORCED CONCRETE WOOD NOTES FABRICATED ACCORDING E OF B V STRUCTURES'. PROVIDED BY LAPPING SPLICES NOT 30', DIARPW�MS' AND THE F.B.C. 2010 EDITION. IRECOMMENDATIONS OF 'A.PA. DESIGN /CONSTRUCTION 1. ROOF 3) TIE BEAMS t FOOTINGS SHALL BE CONTINUOUS REINFORCEMENT, THEN AROUND CONTINUITY SHALL 13E PROVIDED AT ALL CORNERS BY BENDING 2 BARS FROM EACH DIRECTION R GUIDE 2 PLYWOOD ROOF DECKING SHALL BE 15/32' MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO CORNER 30' (SAME 51ZE AND QUANTITY). OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS . 4) EXTEND BEAM BOTTOM BARS 8' PAST ALL OPENINGS GREATER THAN 3' -0' ON BOTH 51DE5. BY 3, CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 8d RAING SHANK NAILS, SPACED AT Voc, MAX. AT SUPPORTS. 4'o4. * DIAPHRAM BOUNDARY AND 5) CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL RE5AR5 THRU COLUMNS OR REINF. INTO COLUMNS A DISTANCE OF 30'. EDGES AND AT Vo.c. ALONG INTERMEDIATE * 4' CC * GABLE ENDS. MUNICIPALITY, BENDING HORIZONTAL 6) HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW 4. INSPECTIONS: SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR IN5PEG710N5 (BY THE ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REQUIRING INSPECTIONS. TOP OF THE TIE BEAM. STRUCTURAL STEEL 5. ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE No, 2 OR BETTER MINIMUM BENDING STRESS, Fb = 1200 PSI. $HEAR STRESS Fv =50 P51. YOUNG'S MODULES, E =1500000 PSI, 6. TRUSS SPECIALTY ENGINEER OVER STRESSING OF WOOD 15 ALLOWED FOR WIND DESIGN, BUT DO NOT OVER STRESS TRUSS I. STRUCTURAL STEEL 514ALL CONFORM TO THE FOLLOWING GRADES: METAL PLATES, A. ALL WF, ANGLE, BASE PLATES, CONN. PLATES NOW --- ASTM A36 (Fy =36 KSI) B. STRUCTURAL TUBE ------------------ ASTM A500, GRADE B (Fy=46 K5U A53, GRADE B (FY : 39 KSI) Y Wuf C. STEEL PIPE ---------- --- - - - - -' - - -ASTM 2. GROUT FOR COLUMN BASE PLATES SHALL BE NON - METALLIC NON SHRINK AS MASTER FLOW 113, AS MANUFACTURED BY M45TER BUILDERS MASONRY NOTES GROUT SUCH OR APRROVED EQUAL, 3. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF 'THE STANDARD CODE CONSTRUCTION' OF THE AMERICAN WELDING SOCIETY. 1) FLRLEP CELL 15 FILLED. B PROVIDE WEEP DOLES AT 1/3 AND 2/3 OF SPAN BEING FOR WELDING IN BUILDING ALL WELDING SHALL BE PEFFOWED BY CERTIFIED WELDERS USING E10 -XX TOGENSURE THATETHE GUAGE HORIZONTAL REINFORCEMENT 'DUR -O -WALL LADDER TYPE ELECTRODES. 2) ALL BLOCK MA50NRY WALLS 5HALL HAVE 5 SPACED IV ON CENTER USE PREFABRICATED CORNER5 AND TEES BY 'DUR -O -WALL AT CORNERS AND JUNCTIONS OF UNIT$ CONFORMING TO A.57.M. C -50 WITH COMPRESSIVE STRENGTH HOP D RANI N G S SOF WALLS MASONRY UNITS 5HALL BE 2 CELL HOLLOW ON THE NET CRO55- SECTIONAL AREA AND SHALL BE LAID IN RUNNING BOND. r'c =1'00 P.5.1. SHOP DRAWINGS PRIOR NOWIL MSTED SHALL THE SUBMITTED TOINGE STRUCTURAL ENGINEER FOR REVIEW. 3) MORTAR SHALL COMPLY WITH A.S.TM. 210 DRAWINGS ARE REQON, MORTAR TYPE S. r'm =1500 PSI 1. WOOD TRUSSES 4) WHERE ANCHOR BOLTS ARE SET IN MA50NRY WALL, FILL TWO BLOCK CELLS WITH GROUT * ANCHOR BOLT LOCATIONS 2. STRUCTURAL STEEL 5) GROUT USED IN THE WORK SHALL CONFORM TO A5TM 641(o WITH A SLUMP MI IX OF V TO 11', PROVIDE CLEANOUT AND INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE. STRUCTURALDESIGN CRITERIA R IA CONTRACTOR TO CON50LIDATE GROUT LIFTS WITH 3/4' VIBRATOR (o) POUR GROUT IN LIFTS NOT TO EXCEED 4' 1) GROUT USED IN THE WORK SHALL OBTAIN A MINIMUM COMPRE551V£ STRENGTH OF 3000 PSI IN 28 DAYS. 1) THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FBG 2010 EDITION AND OTHER REFERENCED CODES SPECIFICATIONS $HALL BE LATEST EDITION AT TIME OF PERMIT. GROUT SHALL COMPLY WITH A.5.TM, G416. AND SPECIFICATIONS. ALL CODES AND CODES: DESIGN LOADS APPLICABLE r.::: A: FLORIDA BUILDING CODE 2010 EDITION. B: A.C.I. 318 -08 REINFORCED CONCRETE G: REINFORCED MA50NRY BY A.C.I. 530-08 AND WIND DESIGN PER ASGE 1-10 ROOF DESIGN LOADS: £: WIND ANALY515 AND DESIGN PER A.5.C.1 -10. MEAN ROOF HEIGHT - ._ + 13' -0' DEAD LOAD (WOOL) TRUSSES):_ 25 P5F 115 MPH LIVE LOAD: 30 PSF WIND DESIGN SPEED _._. _ EXPOSURE CATEGORY C V -0.18 I STRUCTURAL CATEGORY _—­-­II UPLIFT PRE55URES ZONES I AND 2 R 3 ZONE 1 _..._ _.__. -. —_ -.. -34.26 PSF ZONE 2 _ _ _. _ - 5185 P5F ZONE 3 ..___.__ _._._ - 51-85 PSF _ p D � p NELU CONCRETE COLUMN REFER TO FOUNDATION PLAN ALL SPLICES SHALL 5E A MIN. 48' x BAR DIAMETER EMBED 6' INTO EXI5T. FOOTING. p UJ/ HILTI HIT HY 150 EPDXY, ALL DOWELS TO MATCH COLUMN STEEL IN QUANTITY t SIZE. p *5 TOP AND BOTTOM DOWELS EMBEDDED V INTO EXISTING FOOTING EXISTING FOOTING W/ HILTI HIT HY -150 EPDXY SYSTEM p , p TO REMAIN TYPICAL BOTH SIDES- D m p. p __� I I I I �_ • • • •. • • * • . • a LJ LJ '•a p D NT5 WALL LEGEND: INDICATES EXISTING BUILDING ELEMENT TO REMAIN. INDIGATE5 NEW 8 "x8 "x16' MASONRY UNITS FOUNDATION PLAN SCALE: 1/4" =1' -0" FOOTING SCHEDULE TOP / BOTTOM Z = REINFORCEMENT V W 1— 0 � REMARK5 O (L © Z U1 LLI LL f- A B C NEW THICKENED EDGE TE -8 A 8" CONT. S' 1 *5 - TE -12 B 12" CONT. 16" 2 *5 - - NEW THICKENED EDGE NEW WALL FOOTING WF -16 B 16' CONT. 16' 2 *5 1 *5 48" - ISOLATED FOOT IN6.(REINR F -1 G 6' -0" 7' -4' 16" *5 p 12" o.c. *5 12" c.c. EACH WAY TOP 4 BOTTOM) ISOLATED FOOTING.(REINF. F -42 C 3' -6' 3' -6" 1(0" (5) *5 (5) 05 - EACH WAY TOP t BOTTOM) a A B � TY -A TYPE -B TY -C An 6130 Sunset Drive. z 0,7 r'? 6' South MIMmi, FL 3314 3 f NOTES 4' REINFORCED CONCRETE 5LA5 WITH 6X6- 1.4x1.4 WELDED WIRE MESH OVER VAPOR BARRIER ON CLEAN WELL COMPACTED FILL FREE OF ORGANIC MATTER MAXIMUM ROCKS 12' 5ELOW THE FLOORS HALL BE A c000 P51I F L� I PROVIDE (2) *5 x 4' -0 "I9 CORNER CRACK BARS w ALL CORNERS OF SLAB CAS INDICATED ON PLAN). REFER TO ARCHITECTURAL DRAWING5 FOR 5LA5 FINISHES AND OTHER DETAILS NOT SHOWN HERE, LJ FILL CELLS INDICATED ON THI5 SHEET, INDICATES 1=1R5T FLOOR FILL CELL LOCATIONS. VERIFY 61ZE AND OPEN NG5 N SLAB THTARCHITECTURAL DWG POOR OPENINGS AND 1 "4 x 6' -0" LONG 'D 12-c.c. TOP w /5TD. A.C.I HOOK, TYP. GROUT FILLED CELLS BENEATH TRU55 ABOVE, SEE DELI -GATED ENGINEERS TRUSS LAYOUT FOR EXACT LOCATION. ® PROVIDE (2) *5 x 5' 1q CORNER BARS BENT 30" EA. WAY fl ALL CORNERS OF MONOLITTHIC FTC-4. !Q i DD OLR A A C R I T E C T ORES70S LO"_z_plmO ARM350 5=95 SW. 32 STREET MTAW FLORIDA 33155 TELL"HONE- (3D5) 609 -M OIVNEt w U z !•!• E Y W W � • i•• i C ~ M d w cl�_ cco .' ! • • 4 Y ! u E f• • r zLL J O V / c/) V V lt7 G � 4 ❑ z V Y ••i tr i ! ^ !f• • f !i• Y Wuf Uu! WALL LEGEND: INDICATES EXISTING BUILDING ELEMENT TO REMAIN. INDIGATE5 NEW 8 "x8 "x16' MASONRY UNITS FOUNDATION PLAN SCALE: 1/4" =1' -0" FOOTING SCHEDULE TOP / BOTTOM Z = REINFORCEMENT V W 1— 0 � REMARK5 O (L © Z U1 LLI LL f- A B C NEW THICKENED EDGE TE -8 A 8" CONT. S' 1 *5 - TE -12 B 12" CONT. 16" 2 *5 - - NEW THICKENED EDGE NEW WALL FOOTING WF -16 B 16' CONT. 16' 2 *5 1 *5 48" - ISOLATED FOOT IN6.(REINR F -1 G 6' -0" 7' -4' 16" *5 p 12" o.c. *5 12" c.c. EACH WAY TOP 4 BOTTOM) ISOLATED FOOTING.(REINF. F -42 C 3' -6' 3' -6" 1(0" (5) *5 (5) 05 - EACH WAY TOP t BOTTOM) a A B � TY -A TYPE -B TY -C An 6130 Sunset Drive. z 0,7 r'? 6' South MIMmi, FL 3314 3 f NOTES 4' REINFORCED CONCRETE 5LA5 WITH 6X6- 1.4x1.4 WELDED WIRE MESH OVER VAPOR BARRIER ON CLEAN WELL COMPACTED FILL FREE OF ORGANIC MATTER MAXIMUM ROCKS 12' 5ELOW THE FLOORS HALL BE A c000 P51I F L� I PROVIDE (2) *5 x 4' -0 "I9 CORNER CRACK BARS w ALL CORNERS OF SLAB CAS INDICATED ON PLAN). REFER TO ARCHITECTURAL DRAWING5 FOR 5LA5 FINISHES AND OTHER DETAILS NOT SHOWN HERE, LJ FILL CELLS INDICATED ON THI5 SHEET, INDICATES 1=1R5T FLOOR FILL CELL LOCATIONS. VERIFY 61ZE AND OPEN NG5 N SLAB THTARCHITECTURAL DWG POOR OPENINGS AND 1 "4 x 6' -0" LONG 'D 12-c.c. TOP w /5TD. A.C.I HOOK, TYP. GROUT FILLED CELLS BENEATH TRU55 ABOVE, SEE DELI -GATED ENGINEERS TRUSS LAYOUT FOR EXACT LOCATION. ® PROVIDE (2) *5 x 5' 1q CORNER BARS BENT 30" EA. WAY fl ALL CORNERS OF MONOLITTHIC FTC-4. !Q i DD OLR A A C R I T E C T ORES70S LO"_z_plmO ARM350 5=95 SW. 32 STREET MTAW FLORIDA 33155 TELL"HONE- (3D5) 609 -M OIVNEt REMONS: 1Q 0 4.01.13 Q.D.G. SFAL; J {` DATE JANUARY It 2013 SCALE AS SHOWN DRAWN W.C. JOB NO. 13 -0(10 A -3 SHEET NO.: OF w U z w © Z W// ~ M d w cl�_ cco 0 z =Q 0) �' zLL J O V / c/) Q lt7 G � 4 ❑ z REMONS: 1Q 0 4.01.13 Q.D.G. SFAL; J {` DATE JANUARY It 2013 SCALE AS SHOWN DRAWN W.C. JOB NO. 13 -0(10 A -3 SHEET NO.: OF