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05-1298(2)-032GENE fRAL STRUCTURAL NOTES J WIL STATEMENT: BASED ON VISUAL INSPECTION ON SITE THE FOUNDATION HAVE BEEN D151GNED FOR A MAXIMUM 501L BEARING CAPACITY OF 2000 POP. D`EWATERING 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 DELITERIOU6 MATERIAL IF PREVIOUSLY LEFT SUBMERGED. 2.- CONCRETE: ALL CONCRETE SHALL ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS EXCEPT 2rd FLOOR 6LAB 4 BEAM WHICH 6HALL BE ATTAIN 4000 PSI COMPRESSIVE STRENGTH. AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM SIZE t0 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 COLUMNS I... 1.. 1-1/2, SLABS 1' 3/4' 1' WALLS --- --- 1-1/2, 4.- REINFORCING 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 30-13AR 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 6TRUCTURE6', AND THE ACI BUILDING CODE 318, 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-W WITH A NET PRISM 6TRENGTH OF 1,900 PSI (MINIMUM). PROVIDE No. 9 GAGE LADDER TYPE JOINT RE;NFORCING AT EVERY OTHER COURSE FOR ALL MASONRY BLOCK WALLS. PROVIDE 1 - 115 T t B COINER BARS AT ALL BEAM INTERSECTIONS, EXTEND 30' INTO BEAMS EACH SIDE. (o.- FEINEORCED MASONRY ALL CONCRETE BLOCK TO BE GRADE N-I, CONFORMING TO A51M C-10 WITH A MINIMUM PRISM STRENGTH (f'm) = 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 V18113LE ABOVE THE UPPERMOST CELL WHERE STRUCTURE 16 TO CONTINUE VERTICALLY, INTERMEDIATE 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 psi. MASONARY WALL$ WALL BE REINFORCI_D HORIZONTALLY EVERY OTHER COURSE WITH 9 GAGE DEFORMED GALVANIZED STEEL TRJ65 (LADDER TYPE). SLUMP TO BE 1' TO V. i.- STRUCTURAL STEEL: SHALL CONFORM TO A$TM A-36, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST AISC SPECIFICATIONS. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. ALL EXTERIOR STRUCTURAL STEEL SHALL BE HOT DIPPED GALVANIZED. a.- 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'. '3.- WIND DESIGN: BUILDING WAS DESIGNED FOR WIND LOADS AS PER REQUIREMENTS OF ASCE--t, USING A WIND VELOCITY OF 146 M.P.H., EXF06URE C, AND CATEGORY II. 10.- PSZ-FABRICATED WOOD TRUSSES: SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE I146TITUE (T.P.1), LATEST EDITION, TRUSSES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE TP.I. PUBLICATION BWT-16. SUBMIT LAYOUT PLAN AND INDIVIDUAL TRU66 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 x 30 POP. TOP CHORD DEAD LOAD = 15 POP. BOTTOM CHORD DEAD LOAD ■ 10 P6F. NOTE: ZERO (0) PER CENT (%) STRESS INCREASE FOR LUMBER AND PLATES. B. ROOF NET UPLIFT: SEE ROOF FRAMING PLAN NOTE: 33 PER CENT (%) STRESS INCREASE FOR LUMBER AND PLATES ONLY IF Kd USED FOR DESIGN EQUALS 1.0 GENERAL CONTRACTOR TO PROVIDE PEF31ANENT LATERAL BRACING OF THE BOTTOM CHORD AND THE WEB MEME5ER6 IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. BWT-16 AND THE REQUIREMENTS OF THE INDIVIDUAL TRUES 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 PROPE68ONAL ENGINEER FOR ALL TRU56 TO TRUSS CONNECTIONS. SHOP DRAWINGS: NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT/ENGINEER'6 REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE CONTACTOR'S APPROVAL SEAL. ENGINEER ASSUMES NO RESPONSABILITY FOR DIMENSIONS, QUANTITIES, ERWR6 OR OMOSSION6, 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 16 DONE IN ACCORDANCE WITH SUCH SHOP DRAWINGS. 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. SPLIT% 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 1100 000 P.S.I. MODULUS OF ELASTICITY. 14.- 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 RESPON5E, CONTRACTOR 15 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 DEPRE85ED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, REGLET6, 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 RE6PON6E FROM ARCHITECT/ENGINEER b.- GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISPOSAL Or - 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 614OWN 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 15 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 6HALL OF GOOD QUALITY. ALL WORKMEN AND SUBCONTRACTORS SHALL BE SKILLED IN THEIR TRADE. g.- THE CONTRACTOR SHALL ADEQUATELY PROTECT H16 WORK, ADJACENT PROPERTY AND THE PUBLIC, AND BE RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. H.- THE PREMISES 6HALL 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 6HALL 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 DOCUMENT$ FOR ANCHORED, EMBEDDED OR SUPPORTED ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS. 2 lie 12' *C O 72 O 8 12 (TC 4 O 79 O 6 TTC O 4' L. 20' 1,4' 22' 4' all 431 eill 31 � 0 _� 'v � � io TC �C TC (C 5 O S r3 COLUMN BAR -ARRANGEMENT DIAGRAM-5 N.T.S. LINTEL -SCHIEDULE WIDTH HEIGHT CLEAR FEET REINFORCING REMARK5 TOP 50TTOM UP TO 4'-0' 2-*4 2-*4 r 2 TIES 0 12' c/c 4'-0' TO 6'-O' 2-*5 2-*5 M 2 TIES Q 12" c/c 15/8' 12' 6'-0' TO V-0' 2-*5 2-*5 M 3 TIES is 12' c/c COLUMN SCHEDULE MARK SIZE REMARKS VERTICALREINFORCEMENT TIER S"x34" 6 % *3 ©e 8" c/c. 2 8"x12"x12" 6 *6 *3 ©a 8" c/c. 3 8"xl4" 4 *6 *3 © a S" c/c. 4 6 "x8" 4 04 *3 © a 8" c/c. 5 8"x24" 6 *5 *3 © a 8" c/c. 6 6"x12" 4 *6 *3 © a 8" c/c. I 8"x12" 4 *5 *3 Ele 8" c/c. 2 12'/8"x12'- 5 *5 *3 © a 8" c/c. • SEE DIAGRAM 3 SEE DIAGRAM 12 *5 *3�a 8" c/c. 4 SEE DIAGRAM 10 *6 *3 Lbe 8" c/c. 5 8"x12"xl2" 6 #5 *3 16 8" c/c. 6 8"x24" 8 *5 *3 © a 8" c/c. T SEE DIAGRAM 10 *5 *3dJa 8" c/c. 8 8"xI6' 6 *5 *3 © a 8" c/c. 9 12 "xl2' 4 *6 *3 © a 6" c/c. 0 12 "x24' 8 *6 *3 © a 8" c/c. 11 SEE DIAGRAM 5 *5 *Sae 8" c/c. 12 12"xI6" ro *6 *3 © a 8" c/c. 3 12 "x12 "x8" 6 *5 *3 as 8" c/c. 4 8E"x2l" 6 *5 *3 El 8" c/c. BEAM 8 C H E D U L E MARK g � ELEV SIZE (IN-) REINFORCING STIRRUPS REMARKS 13 t C E No. SPACING IB -I +11'-3' 12"x24" 6 *8- 3 *'a3® 9 e5" c/c E.E. BAL e10' c/c - TWO LAYERS 2 *5 INTERN. o - 18-2 +11'-3' 12"x18' 3 *-i 3 *1- 3© a 7' c/c. GONT. 18-3 +11'-3' 8"x18" 2 *-i 2 01 3© a Is c/c. 15-4 8'44' 2 01 2 'ri 3© a 10' c/c. 4 *5 INTERM. 18-5 +W-1" a'x20' 2 *ro 2 *(b 3E 8" c/c. 2 *5 INTERM. 1840 +11'-3' 12"x36' 2 *5 2 05 3© 16' c/c. 6 +5 INTERM. 15-1 +W-111 8'x42' 2 *5 2 *5 3© a 20' c/c. 4 *5 INTERM. 18-8 12'-11" 8'x36' 2 W1 2 *l 3© o 8" c/c. 2 *5 INTERM. IB-9 +11'-1" a'x20" 2 *io 2 *5 3© a 8" c/c. 18-10 +11'-7" 8'x22" 4 *6- 2 +'S 3© � c, BAL" l0 c c TWO LAYERS o � 1B-11 +11'-7" 8'x22" 4 *5• 2 *5 3© 5 a5' c/c E.E. BAL a10' c/c - TWO LAYERS 18-12 +11'-7" 8'x20" 2 *5 2 wT" a 6' c/c. EXTEND 8'-0'INTO ITS-1 IB-13 +13'-Is 8'xlb' 2 *6 2 'S 3Ell ro' c/c. 15-14 +I1'-1" 8'x24' 2 *5 2 *5 3© 10' c/c. IE3-15 +11'-7" 20'x44 2 *5 2 *5 3© o 20' c/c. 6 *5 INTERM. IB-16 +11'-1" 12"x32" 2 *6 2 *(o 3© e 12' c/c. 4 *5 INTERM. 1TB-I +11'- 1" 8'xl2' 2 *5 2 *5 3© 4 a12' EE, BAL a 48" c/c. ITS-2 +11'-3" 8'xl2' 2 *5 2 *5 3p 4 e12' EE, BAL a 48" c/c. 1TB-3 +8'-5' 8'xl7' 2 *5 2 *5 3© 4 012' EE, BAL a 48" c/c. 1T5-4 +11'- 1" 8'40' 2 15 2 *5 3El 4 a12' EE, BAL a 48" c/c. 1TB-5 +11'-�1" 12"x20' 2 *5 2 *5 3� 4 e12' EE, BAL a 48" c/c. 1TB-6 +11'-7" 12"xIV 2 *5 2 *5 3© 4 sQ' EE, BAL a 48" c/c. R5-1 +22'-I1" 8'x38" 2 *5 2 *5 3E] a 12' c/c. ro "5 INTERM R5-2 +21'-2' 8"x12" 2 #5 2 *5 3© e 4" c/c. R5-3 +22'-11" 8'x3&' 2 *6 2 *5 31'-] a 12' c/c. 4 *5 INTERM RB-4 +22'-11" 8'x2l' 2 *5 2 *5 3 a 9' c/c. R5-5 +22'-11" 14"xI6" 2 *5 2 '5 c/c. R5-6 +9'-9' 8'40" 2 *5 2 *5 3© a 8" c/c. 2 *5 INTERM R15-1 +9'-9' 12"xIV 2 *5 2 05- 3© a 4" c/c. ► CONT. RB-8 +9'-9' 12"x24" 2 *5 2 *5 3r_1 a 10' c/c. 2 *5 INTERM RB-9 +9'-8' 12"xI6' 2 *5 2 *5 3r_1 a 6' c/c. R5-10 +9'-9' 12"x!2" 2 *5 2 *5 3© e 4" c/c. R5-I1 +8'-9" 8'x8' 2 *5 2 *5- 3E] a 4" c/c. ► CONT. R15-12 +16'-0" 12"x24" 2 *6 2 *6 31] a 10' c/c. 2 *5 INTERM RB-13 +21'-2' 8'xl2' 2 *5 2 *6► 3© a 4 c/c. + EXTEND THRU RTB-4 RTB-1 +23'-0' 8'45' 2 *5 2 *5 3© 4 a12' EE, BALa 48" c/c. 2 *5 INTERM RTB-2 +22'-3' 12"xl6' 2 *5 2 *5 3© 4 e12' EE, BAL a 48" c/c. RT5-3 +22'-11" 8'40' 2 *5 2 *5 3r_1 4 all' EE, BAL a 48" c/c. RTB-4 +21'-2' 8'x12' 2 *5 2 *5 3© 4 e12' EE, BALa 40" c/c. RTB-5 +22'-11" 1211xI6' 2 *5 2 *5 3© 4 e12' EE, BALa 48" c/c. RT5-6 +21'-2' 12"xl2" 2 *5 2 *5 3® 4 a12' EE, BAL a 48" c/c. RTB-1 +11'-3" 8'xl2' 1 2 *5 2 *c 3El 4 al2' EE, BAL a 48" c/c. RTB-8 +16'-0" 8'x20" 2 *5 2 *5 3© 4 e12' EE, BAL a 48" c/c. RTB-9 +16'-0' 12"x24" 2 *6 2 % 3© o 12' c/c. RT5-10 +9'-9' 20'xl2" 2 *5 2 *5 3© 4 a12' EE, BAL a 48" c/c. RTB-11 +9'-9' 8'x12" 2 *5 2 *5 3r_1 4 all' EE, BAL a 48" c/c. RT5-12 +11'-7" 8'xl2' 2 *5 2 *5 3© 4 a12' EE, BALa 48" c/c. RTB-13 +16'-0' 16"xI6" 3 *6 3 *6 3© a 12' c/c. RAKED [TIE BEA 4 al2' EE, BAL a 40" c/c. FOOTING SCHEDULE MARK SIZE REINFORCEMENT REMAWS WF-16 16"x12 2 *5 BOTT. CONT. WF-20 20"x12' 2 *5 BOTT. CONT. WF-24 24"x12" 3 *5 BOTT. CONT. *4 a48' TRANSV. WF-30 30'x12' 4 *5 BOTT. CONT. *4 a18" TRANSV. WF-32 32'xl2' 4 *5 BOTT. CONT. *5 a12' TRANSV. MF-20 20'x12' 2 *5 BOTT. CONT. POUR MONOLITHIC WITH SLAB F-3.0 3'-0"x3'-0"x12' 4 *5 BOTT. EACH WAY F-4.0 4'-0"x4'-0"x12" 5 *5 BOTT. EACH WAY F-4.0(5) 4'-0"x3'-0"x12" 5 *5 B. SHORT WAY 4 *5 B. LONG WAY F-5.0 5'-0"x5'-0"x12'1 6 *5 BOTT. EACH WAY 0(6) 6'-O'x4'-0"x12" 6 *5 B. SHORT WAY 5 *5 B. LONG WAY LI/4 Ll "4 �OR LI 2/4 I L2/4 I OR I CANT. WHICHEVER 15�Cz—REAt��ER LuHIr_WhVE4 I3 GREATER 'C' BAR 'E' BAR TOP BAR] r—TOP B BOTTOM BAR—J LAP 24 BAR D IA. BOTTOM BAR STD. HOOKS STIRRUPS AS 6CHEDULED THRUOUT 1 1/2' COVER ALL SIDES LI L2 TYPICAL BEAM D IAGRAM "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, SHALL BE SPLICED IN THE MIDDLE THIRD OF THE SPAN. Q 't7 � 0 p� FOOTING SIZE t RE INF'G, AS 6CHEDULED. = :n r STD. 901 HOOK LAP SPLICING SHALL NOT BE LESS THAN THE LARGER BAR m C MAXIMUM ELOPE 1 IN 6 COLUMN SIZE, REINF'G, 4 CONC. STRENGTH AS NOTED IN COLUMN SCHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS Ir7x x x m. 3' HOOK a Ul B TYPICAL CONCRETE COLUMN 4 FOOTING DETAIL N.T.S. STEEL COLUMN SCHEDULE MARK SIZE REINFORCEMENT REMARKS BASE PLATE CAP PLATE 1 TS 4'� BASE fp3x4'x6'x13' WITH (2) 3/4' 0 HEADED STUDS BASE iE 3i4'x(o'Xg' WITH (2) 3/4' 0 HEADED STUDS 2 2 T8 4'x4'x1/ " 4 BA8E� fE 3/4'x1'x10" WITH (2) 3/4 0 HEADED STUDS BASE" fE 3/4 'Xl'x7' WITH (2) i4 0 HEADED STUDS 3' 3' i ST COLUMN SASE 4 CAP PLATE DETAIL 8� 5T COLUMN BASE 4 CAP PLATE DETAIL eLOCiK WALL 5CHEOULE MARK THICKNESS VERTICAL HORIZONTAL REMARKS 5W-1 8' *5 9 GAGE JOINT REINF. o40' c/c al6' c/c, LADDER TYPE 9 GAGE JOINT REINF. BW-2 8° 113 e48" c/c al6' c/c, LADDER TYPE 9 GAGE JOINT REINF. 5W-3 12" *5 048' c/c 016' c/c, LADDER TYPE 9 GAGE JOINT REINF. E3W-4 8' *5 e24' c/c W&' c/c, LADDER TYPE FRANCISCO CUELLO JR. P.E., INC. corsultirg civil/structural Ereireer 141 ALHAMBRA CIRCLE SUITE 220 CGRAL GABLES, FL 33134 (305) 58? 1-0125 - Reg. No. 400a-1 JOHN R. MEDINA & ASSOC A R C H I T E C T S 4901 S.W.75th AvenuE Miami, Florida 3315.1 T 305.740.055, F 305.740.535' jrmainc,gbellsouth.ne REVISIONS DATE -�-- 10 10 Drawings and Specifications as insirurnert of service are and shall remain the property of the Architect and shall remain the property of the Architect whether the project for which they were made is executed or not. They are not to be used in any manner on other projects or extersions to this project except by ogreernerit in writing and with the oppropriate compersat'on to the Architect. Reproduction of drawings and specificotlons without the vMitten consent of the Architect is prohibited. SECOND FLOOR PLAN 0 MR & MRS. PIN( RESIDENCE. MR. & MRS. PINO 6864 SW 68 th ST„ Miami, FL 33155 Mr. Patricia Espinosa. 305. SCALE: 3/16"=1'-0" DATE: 02-05 DRAWN: CAP