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05-1298-004GENE RAL STRUCTURAL NOTE& i SOIL STATEMENT: BASED ON VISUAL INSPECTION ON SITE THE FOUNDATION HAVE BEEN DESIGNED FOR A MAXIMUM SOIL BEARING CAPACITY OF 2000 PSF. DEWATERING MUST EVACUATE ALL WATER FROM WITHIN FORMWORK BEFORE PLACEMENT OF ANY CONCRETE. AFTER DEWATERING AND BEFORE PLACING CONCRETE, MUST RINSE THE REINFORCING STEEL CLEAN OF ALL DELITERIOUS MATERIAL IF PREVIOUSLY LEFT SUBMERGED. 2- CONCRETE: ALL CONCRETE SHALL ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3,000 PSI IN 26 DAYS EXCEPT 2nd FLOOR SLAB 4 BEAM WHICH SHALL BE ATTAIN 4000 PSI COMPRESSIVE STRENGTH. AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM SIZE TO BE 1'. CONCRETE SLUMP 3' MINIMUM TO 5' MAXIMUM. VERTICAL CONCRETE DROP NOT TO EXCEED 8'. 3.- CONCRETE COVER: TO BE AS FOLLOWS: BOTTOM TOP SIDES FOOTING: 3' 2' 2' BEAMS 1-1/2' 1-1/2' 1-1/2' LABS 1' 3/4' I-I'2 WALLS --- --- 1-1/2' 4.- REIW10RCING STEEL: TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A-305, AND CONFORMING TO ASTM A-615, GRADE 60. LAP CONTINUOUS BARS 30-5AR DIAMETERS, UNLESS OTHERWISE NOTED IN PLANS. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. REINFORCING STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH 'MANUEL OF STANDARDS PRACTICE OF DETAILING REINFORCING CONCRETE STRUCTURES', AND THE ACI BUILDING CODE 315, LATEST EDITION. 5.- MASONRY WALLS: CONCRETE BLOCK WALLS TO BE ERECTED PRIOR TO PLACING CONCRETE IN ADJACENT BEAMS. ALL CONCRETE BLOCK TO BE GRADE N-1, CONFORMING TO ASTM C-90 WITH A NET PRISM STRENGTH OF 1,900 PSI (MINIMUM) PROVIDE No. 9 GAGE LADDER TYPE JOINT REINFORCING AT EVERY OTHER COURSE FOR ALL MASONRY BLOCK WALLS. PROVIDE 1 - " 5 T t B COMER BARS AT ALL BEAM INTERSECTIONS, EXTEND 30' INTO BEAMS EACH SIDE. (o.- RE Ii FORCEO MASONRY ALL CONCRETE BLOCK TO BE GRADE N-1, CONFORMING TO ASTM C-90 WITH A MINIMUM PRISM STRENGTH (Vm) = 1,500 psi. ALL UNITS SHALL BE BUILT TO PRESERVE THE VERTICAL CONTINUITY OF THE CELLS TO BE FILLED, AND MUST MAINTAIN A CLEAR, UNOBSTRUCTED CONTINUOUS VERTICAL CELL MEASURING 2 INCHES BY 3 INCHES MINIMUM. CLEANOUT OPENINGS MUST BE PROVIDED AT ALL CELLS TO BE FILLED. MAXIMUM HEIGHT OF GROUTING LIFTS IS 4'-0'. THE VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE VISIBLE ABOVE THE UPPERMOST CELL WHERE STRUCTURE IS TO CONTINUE VERTICALLY, INTERi"fEDIATE LAPS iN CONCEALED WALL AREAS ARE NOT PERMITTED. ALL CONCRETE USED FOR GROUTING SHALL BE GROUT WITH A COMPRESSIVE STRENGTH OF 3000 psi AT 28 DAYS. SUBMIT MIX DESIGN FOR APPROVAL. MORTAR SHALL BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 poi. MASONARY WALLS SHALL BE REINFORCED HORIZONTALLY EVERY OTHER COURSE WITH 9 GAGE DEFORMED GALVANIZED STEEL TRUSS (LADDER TYPE). SLUMP TO BE 'i' TO 9'. 1.- STRUCTURAL STEEL: SHALL CONFORM TO ASTM A-36, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST Ai5C SPECIFICATIONS. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. ALL EXTERIOR STRUCTURAL STEEL SHALL BE HOT DIPPED GALVANIZED. S.- WELDING: ALL WELDING TO BE DONE BY COUNTY CERTIFIED WELDERS HOLDING CURRENT WELDING CERTIFICATES, AND MUST PRESENT SAME AT JOST SITE. ALL WELDING PER PLANS AND GUIDELINES OF 'THE AMERICAN WELDING ASSOCIATION'. - WiND DESIGN: BUILDING WAS DESIGNED FOR WIND LOADS AS PER REQUIREMENTS OF ASCE-1, USING A WIND VELOCITY OF 146 M.P.N., EXPOSURE C, AND CATEGORY II. 10- PRE-FABRiCATED WOOD TRUSSES: SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WiTH THE TRUSS PLATE iNSTITUE (T.P.I.), LATEST EDITION, TRUSSES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION BWT-16. SUBMIT LAYOUT PLAN AND INDIVIDUAL TRUSS DRAWINGS FOR EACH DIFFERENT TRUSS, SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER FOR APPROVAL BY STRUCTURAL ENGINEER PRIOR TO FABRICATION. DESIGN THE WOOD TRUSSES AND PROVIDE CALCULATIONS FOR THE FOLLOWING TWO LOAD CASES: A ROOF GRAVITY: TOP CHORD LIVE LOAD = 30 PSF. TOP CHORD DEAD LOAD = 15 PSF. BOTTOM CHORD DEAD LOAD ■ 10 PSF. NOTE: ZERO (0) PER CENT 0-) STRESS INCREASE FOR LUMBER AND PLATES. B. ROOF NET UPLIFT: SEE ROOF FRAMING PLAN NOTE: 33 PER CENT (90 STRESS INCREASE FOR LUMBER AND PLATES ONLY IF Kd USED FOR DESIGN EQUALS 1.0 GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND THE WEB MEME15ERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. 5WT-'16 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER PRIOR TO ERECTION. GENERAL CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A FLORIDA REGISTERED PROFESSONAL ENGINEER FOR ALL TRUSS TO TRUSS CONNECTIONS. 11.- SHOP DRAWINGS: NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHiTECT/ENGINEER'S REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE CONTACTORS APPROVAL SEAL. ENGINEER ASSUMES NO RESPONSABiLITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMOSSIONS, 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 ENGINEER, AND EVEN THOUGH WORK 18 DONE IN ACCORDANCE WITH SUCH SHOP DRAWINGS. COLUMN 5 AR-ARR-ANGEMENT DIAGRAMS N.T.S. 12' se TG D 0 T2 O T8 t2 4 OTC TC (TC 9 O 6 m O 4' 2 m' L 8' L a' se T.0 �C 41L, 22' L40 12.- WOOD MEMBERS: ALL STRUCTURAL WOOD MEMBERS TO BE SAWN LUMBER 'DIMENSIONS LUMBER TO BE 'SOUTHERN PINE 'WITH A MINIMUM COMMERCIAL GRADE OF 'NO. 2'. DESIGN BENDING STRESS OF Fb= 1200 PSI ALL WOOD MEMBERS TO BE FREE OF ALL IMPERFECTIONS AS. SPLITS, CHECKS, OR EXCESSIVE KNOTS. UNSATISFACTORY MATERIALS TO BE REPLACE AT NO COST TO THE OWNER ALL MEMBERS IN CONTACT WITH CONCRETE OR EXPOSED TO THE ELEMENTS, TO BE PRESSURE TREATED. ALL STRUCTURAL GLUE LAMINATED BEAM MUST HAVE A 2400 P.S.i. EXTREME FIBER BAENDING STRESS AND A i100 000 P.S.I. MODULUS OF ELASTICITY. 13- GENERAL: a.- IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR MUST NOTIFY THE ARCHITECT AND ENGINEER, iN WRITING, OF THE SAME PRIOR TO PROCCEDING WITH THE WORK IN QUESTION, IN THE EVENT THAT THE CONTRACTOR FAIL TO GiVE NOTICE, OR PROVIDE SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR IS RESPONSIBLE OF SUCH ERRORS OR OMISSIONS, AND FOR ALL COSTS FOR RECTIFYING SAME AND FOR DELAYS OR ANY OTHER COSTS INCURRED BY SAME. THE CONTACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER WiTH THE ARCHITECTURAL MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLETS, BOLT SETTINGS, SLEEVES, DIMENSIONS, ETC_ POTENTIAL CONFLICTS SHALL BE TRANSMITTED TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE WORK. CONTRACTOR TO PROVIDE ADEQUATE TiME FOR RESPONSE FROM ARCHITECT/ENGiNEER b.- GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM EXCAVATION AND DEWATERING OPERATIONS IN SUCH A WAY AS TO NOT CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS. c.- GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING HiS CONSTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND SPECIFICATIONS, FIELD ORDERS, CHANGE ORDERS AND CLARIFICATION SKETCHES ISSUED DURING THE COURSE OF CONSTRUCTION. d.- TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY UNLESS SPECIFICALLY NOTED OTHERWISE. CONSTRUCTION DETAILS AND SECTIONS NOT COMPLETELY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS AND SECTIONS SHOWN OR NOTED FOR SIMILAR CONDITIONS. e.- TEMPORARY BRACING SHALL BE PROVIDED AS REQUIRED TO HOLD ALL COMPONENTS OF THE STRUCTURE iN PLACE UNTIL FINAL SUPPORT IS SECURELY ANCHORED. F.- THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIALS, EQUIPMENT AND SERVICES OF EVERY KIND, INCLUDING WATER AND POWER NECESSARY FOR THE PROPER EXECUTION OF THE WORK SHOWN OR INDICATED ON THESE DRAWINGS. ALL MATERIAL SHALL BE NEW. MATERIALS AND WORKMANSHIP SHALL OF GOOD QUALITY. ALL WORKMEN AND SUBCONTRACTORS SHALL BE SKILLED IN THEIR TRADE. g.- THE CONTRACTOR SHALL ADEQUATELY PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC, AND BE RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. h-- THE PREMISES SHALL BE KEPT FROM ACCUMULATION OF WATER, MATERIALS, AND DEBRIS, AND AT THE END OF THE JOB THE CONTRACTOR SHALL REMOVE ALL RUBBISH, SURPLUS MATERIALS, AND TOOLS AND LEAVE THE BUILDING BROOM CLEAN. i.- THE GENERAL CONTRACTOR SHALL REVIEW ALL PROJECT DOCUMENTS, PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORTS ANY DISCREPANCIES TO ARCHITECT OR STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK J.- NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER k- THE GENERAL CONTRACTOR SHALL COORDINATE STRUCTURAL AND OTHER DRAWINGS WHICH ARE PART OF THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS. n FOOTING SCHEDULE MARK SiZE REINFORCEMENT REMARKS WF-16 16"xI2' 2 05 BOTT. CONT. WF-20 20'x12' 2 05 BOTT. CONT. WF-24 24"xi2• 3 05 BOTT. CONT. 04 a48' TRRANSV, WF-30 30"x12" 4 05 BOTT. CONT. 114 a18" TRANSV. WF-32 32'xl2' 4 05 BOTT. CONT. *5 612' TRANSV. MF-20 20"xi2' 2 05 BOTT. CONT. POUR MONOLITHIC WITH SLAB F-3.0 3'-0'x3'-0"x12' 4 05 BOTT. EACH WAY F-4.0(6) 4'-0'x5'-0'xl2" (o "5 B. SHORT WAY 5 "5 B. LONG WAY F-4.5 4'-6'x4'-6'x12' 5 05 BOTT. EACH WAY F-5.0 5'-0'xE,'-0'x12" ro 05 BOTT. EACH WAY F-5.0(S) (o'-0'x5'-0"xI2" -1 N5 B. SNORT WAY (o *5 B. LONG WAY F-5.5 5'-(o'x5'-&'x14' 6 05 BOTT. EACH WAY F-(o.0 (o'-0'x6'-0"x14" -1 05 BOTT. EACH WAY 5 "5 B. LONG WAY COLUMN SCHEDULE MARK SiZE RE iNFORCEMENT REMARKS VERTICAL TIES 1 8'x34' 8 "6 03 © a 8' c/c. 2 S"x12 "xI2" 6 "(o *3 © a 8' c/c. 3 8"xl4" 4 "(o 03 ©a 8' c/c. 4 6 "x8' 4 04 03 11 a 8' c/c. 5 8"x24" 6 *5 1*3 ©a 8' c/c. 6 8"x12' 4 NO *3 ©a 8' c/c. 8"x12' 4 05 "3 1110 8' c/c. 2 12 "/6"x 12' * 5 05 *3 116 8' c/c. * SEE DIAGRAM 3 SEE DIAGRAM 12 *5 "38,a 8' c/c. q SEE DIAGRAM 10 "6 03 036 6' c/c. 5 8"x12'xl2' 6 05 413536 8' c/c. F, 8"44" 8 05 03 © a 8' c/c. -1 SEE DIAGRAM 10 *5 031 a 8' c/c. S"xl6' (o "5 *3 © a 8' c/c. 9 12"xI2' 4 "6 *3 ©e 8' c/c. 0 12"x24" 8 06 *3 El 8' c/c. I SEE DIAGRAM 5 *5 *3 a s 8' c/c. 12 12'x16' 6 *6 03 ©e 8' c/c. 3 12 "xI2 "x8' (o *5 *3 pa 8' c/c. 4 awl. 6 *5 "3 ©a S' c/c. SEAM SCHEDULE MARK �E ELEY SIZE (I>`L) REINFORCING STIRRUPS REMARKS B T C E No. SPACING I5-1 +11'-3' 12'x24' 6 "8* 3 "S 3p 9 65' c/c E.E. BAL 610' c/c TWO LAYERS 2 *5 INTERM. I5-2 +11'-3' 12'x18' 3 *9 3 01• 30 a -1' c/c. * CONT. I5-3 +11'-3' 8'x18' 2 r 2 -1 I 3© a -1' c/c. IB-4 +12'-3' 8'x32" 2 "i 2 "'1 30 a 12' c/c. 6 "5 INTERM. IB-5 +11'-I' 8'x20" 2 06 2 "6 3© a 8' c/c. 2 05 INTERM. IB-6 +11'-3' 12'x36' 2 "S 2 05 1Q 3© a 16' c/c. 6 "5 INTERM. I5-1 8'x42' 2 "i 2 In 30 a 12' c/c. 4 *5 INTERM., •CONT. I5-8 12'-11' 8'x3 , 2 *1 2 "-I 30 a 8' c/c. 2 *5 INTERM. I5-9 +11'--l' 8'40" 2 "6 2 05 10 30 a 6' c/c. I5-10 +11'-7' 8"x35'11 4 "6* 2 "6 30 a 12' c/c. * TWO LAYERS 2 05 INTERM. a I5-11 8'x22' 4 *5* 2 05 30 BAL 610' c/c TWO LAYERS o _ I5-12 +11'-7' 8'40" 2 *5 2 "-I* 30 a 6' c/c. •EXTEND 8'-0"INTO IT5-1 I5-13 +13'-1' 8'xl6' 2 *6 2 05 30 a 6' c/c. I5-14 +11'-7' 8'44' 2 "5 2 05 30 a 10" c/c. I15-15 +11'--l' 20'x44 2 "5 2 05 30 a 20' c/c. 6 "5 INTERM. 18-16 +11'--l' 12"x32' 2 "(o 2 "6 30 a 12' c/c, 4 *5 INTERM. 18-11 +11'-1' 5'x12" 2 06 2 "6 30 a 4' c/c. I IB-18 +11'-7" 22'x14' 5 *9 5 "9* 30 5' c/c. *EXTEND 8'-0" INTO 10' SLAB RIGHT END ITB-1 +11 -7 8xI2 " 2 *5 2 05 3© 4 e12' EE, BAL a 48' c/c. ITB-2 1 , +ll -3 ■ N 8 xI2 2 "5 2 "5 3© 4 a12' EE, BAL a 48c/c. ITB-3 +S -5 8 xl� 2 "5 2 "5 3p 4 a12' EE, BAL a 48" c/c. IT5-4 +11-1 8x20" 2 05 2 *5 30 4 612' EE, BAL a 48' c/c. IT5-5 +11-7 12x20" 2 05 2 S 3p 4 e12' EE, BAL 48' c/c, ITB-6 +11 -� 12xI2' 2 05 2 05 30 4 a12' EE, BAL a 48" c/c. R5-1 +22'-1Is 8'x38' 2 *5 2 05 30 a 12" c/c, 6 "5 INTERM R5-2 +21'-2" 8'xl2" 2 05 2 05 30 a 4' c/c. R5-3 +22'-II' 8"x36" 2 n 2 "9 Q 3© a 12' c/c, 4 "5 INTERM R15-4 +22'-II' 8'x2l' 2 S 2 "5 30 a 9' c/c. R5-5 +22'-1Is 14'xl6" 2 *5 2 05 3© a 6' c/c. RB-6 +9'-9" 8'x2O" 2 *5 2 05 3© a 8' c/c. 2 05 INTERM RB-1 +9'-9" 12'x12' 2 05 2 "5* 3© a 4' c/c. • CONT. RB-8 +9'-9' 12'x24' 2 05 2 05 30 a 10" c/c, 2 05 INTERM R5-9 +9'-8' 12"x16' 2 *5 2 05 3© a 6' c/c, R5-10 +9'-9' 12'xI2' 2 05 2 05 3© a 4' c/c. R5-11 +V-9' 8'x8" 2 *5 2 "5* 30 a 4' c/c. * CONT. R5-12 +1(0i_011 12'x24' 2 "�o 2 "6 30 a 10" c/c. 2 05 INTERM iR5-13 +21'-2" 8'A2" 2 "5 2 *6* 30 a 4' c/c, * EXTEND THRU RTB-4 R5-14 +2z-11" 18"xl4' 3 09 2 "9* 1 "9 3© a 5" c/c. * CONT. R5-14A +22'-11" 18'xl4" 3 09 2 "9* 2 *9 3© e 5' c/c. • CONT. R5-14B +22'-1Is 18'xl4' 3 09 2 "9 2 "9 30 a 5' c/c. RT5-1 +23'-O' 8"x25' 2 05 2 "5 30 4 a12' EE, BAL a 48' c/c, 2 "5 INTERM RT5-2 +22'-3" 12'xl(o' 2 05 2 05 3p 4 1@12' EE, BAL a 48' c/c. RT5-3 +22'-1Is B'40" 2 *5 2 *5 3p 4 012' EE, BAL a 48' c/c. RT5-4 +21'-2" 8'x12" 2 05 2 S 3© 4 a12' EE, BAL a 48' c/c. RT5-5 +22'-1Is 12'x16" 2 05 2 S 30 4 a12' EE, BAL a 45' c/c. RT5-6 +21'-2" 12"xI2' 2 05 2 05 3© 4 a12' EE, BAL a 48' c/c. RTB-1 +11'-3' 8"x12" 2 "5 2 05 30 4 1@12' EE, BAL a 40' c/c. RT5-8 +1(o'-0" 8'x20" 2 05 2 05 3© 4 a12' EE, BAL a 48' c/c. RT5-9 +16'-O" 12"x24" 2 "6 2 "6 30 a 12' c/c. RT5-10 +9'-9' 20'x12" 2 05 2 05 _3 4 a12' EE, BAL a 45' c/c. RTB-11 +9'-9' 5'x12" 2 05 2 05 30 4 a12' EE, BAL a 45' c/c. RTB-12 +11'--l' 8'x12" 2 05 2 05 _3 E] 4 a12' EE, BAL a 48' c/c. RT5-13 +16'-0" 16'xl6" 3 06 3 *6 3© a 12' c/c. RAKED IE BEA 4 012' EE, BAL a 48' / 5LOCfK WALL SCHEDULE MARK THICKNESS VERTICAL HORIZONTAL REMARKS BW-i 8" "5 a40' c/c 9 GAGE JOINT REINF. el6" c/c, LADDER TYPE 5W-2 8' 05 048" c/c 9 GAGE JOINT REINF. al6' c/c, LADDER TYPE BW-3 12, 05 a48" c/c 1B GAGE JOINT REINF. al6' c/c, LADDER TYPE BW-4 8' "5 a24" c/c 9 GAGE JOINT REINF. el6' c/c LADDER TYPE L I N T E L SCHEDULE WIDTH HEIGHT CLEAR FEET REINFORCING REMARKS TOP BOTTOM UP TO 4'-0' 2-04 2-04 02 TIES a 12' c/c 4'-0" TO 6'-O" 2-05 2-05 " 2 TIES a 12' c/c 12' 6'-O" TO 9'-0' 2-"5 2-05 1 " 3 TIES a 12' c/c Ll/4 LI I/4 I OR Ll 2/4 L2/4 I OR CANT. 'C' BAR WHICHEVER 1S GREATER WHiCH VER IS GREATER TOP BAR-1 I I I I I F—TOP 15 BOTTOM BAR--j LAP 24 BAR DIA. BOTTOM BAR STD. HOOKS STIRRUPS AS SCHEDULED THRLIOUT 1 1/2' COVER ALL SIDES 1 LI 1 L2 1 TYP i CAL SEAM D i AGRAM 'C' BARS ARE TOP BARS AT NON -CONTINUOUS ENDS. 'E' BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPORTS. TOP BARS CALLED FOR AS CONTINUOUS, WHEN SPLICED, I SHALL BE SPLICED iN THE MIDDLE THIRD OF THE SPAN. W csl Q STD. SO? HOOK LAP SPLICING SHALL NOT BE LESS THAN THE LARGER BAR i FOOTING SIZE 4 I RE INF'G, AS C itl MAXIMUM SLOPE 1 IN 6 COLUMN SIZE, REINPG, 4 GONG. STRENGTH AS NOTED IN COLUMN SCHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS. 1 x x x x STD. ' HOOK i W w �► , Q 113' TYPICAL. CONCRETE COLUMN 4 FOOTING DETAIL N.T.S. fP33/a'x9'x9' (4) 3/4'-0 HEADED STUDS 'n OR ANCHOR BOLTS -(D*r-.-4'0 STANDARD PiPE r i TS1/4'x4'x4' 11/2 1 6' 1 11/2' 1E3/4'X10'X10' 0 BASE ST-1 D r (4) 3/4'0 HEADED 1 - STUDS OR ANCHOR BOLTS I I 11/2 5 ASE i_ ST-2 4 ST-3 Q CAP M ST-3 1 CAP i£1VX11/2' X-11/2'X(o' �(2) 3/4'0x8' LONG (2) 3/4'0 x 8' LONG i 1 HEADED STUDS 3 HEADED STUDS CAP IR S1-1 (CORNER CONDITION) Q 0/2', CAP fL3/4"x91/2'x91/2'x8'�� 1 (3) 3/4' Ox8' LONG HEADED STUDS SHOP WELDED TO CAP PLATE , CAP �-� v/8'x6'xv �n 1 1 C,AP fi� ST —1 0 4' I, 4' 0 � CAP P_ ST-2 FRANCISCO CUELLO JR. P.E., INC. Consulting Civil/Structural Engineer 141 ALHAMBRA CIRCLE SUITE 220 CORAL GABLES, FL 33134 (305) 56'1-0125 Reg. No. 4008l EB. (d(dm�813 STEEL. COLUMN SCHEDULE REINFORCEMENT MARK SIZE REMARKS BASE PLATE CAP PLATE SI BASE fP 3/4'x9'x9" WITH CAP fE 3/4'x6"x9" WITH TS 4 m (4) 3/4' m HEADED STUDS (2) 3/4' m HEADED STUDS ST I TS 4 x4 x /4 BASE fE 3/4'xI0"x10' WITH CAP fe 3/4'x91/2'X91/2'XS' W/ C4) 3/4 m HEADED STUDS (3) 3/4' HEADED STUDS ST TS 4'x4'x1/ " BASE fN- 3/4'xI0"x10' WITH CAP fE 3/4'x10'x10" WITH _ 2 4 (4) /4 0 HEADED STUDS (4) /4 HEADED STUDS JOHN R. MEDINA & ASSOC A R C H I T E C T 5 4901 S W 75th Avenue Miami, Florida 3315' T 305 F 305. i jrm a in c @ b e llso uth,ne REVISIONS DATE BY 1 OWNER'S REVISION 03-08-2006 FC �— o U04 0 0 o 0 Q -F— U L c^!1i W Hn� V U 0 Q V W Lnn V U ro Pe,tY O Architect and shall rem Din the P the ect for f whether ,he P,ol of the Arch''ec rolec her Protects or e,,ens ons to ihls P of th,..- ent in w''nia Y manneron t by ogreeo en used i t °It s" They are no i >T� ��pgl Ko sew dmelo� rye,arue 0, p as nstru ment of f and �N Drawing ra,,, in9 appropriate compensation to the Architect, Reproduction of drawings and specifications without the written consent of the Architect is prohibited. MR & M RS. PIN( RESIDENCE. M R. & M RS PINO 6864 SW 68 th ST Miami, FL 33155 Mr, Patricia Espinosa, 305 SECOND FLOOR PLAN SCALE: 3/16"=1•_0•' DATE:02.05 DRAWN:CAP !P