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08-1279-012.F GENERAL STRUCTURAL NOTES I. ALLOWABLE SOIL BEARING CAPACITY: FOUNDATIONS HAVE BEEN DESIGNED FOR A SOIL BEARING CAPACITY OF 2000 PSF REGISTERED SOIL TESTING LABORATORY SHALL CERTIFY THAT EXISTING SOIL CONDITIONS ARE ADECUATE FOR THE DESIGNED SOIL PRESSURE STATED ABOVE. 2. CONCRETE: A. ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -02 AND ACI 318 -99 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS'. B. ALL CONCRETE SHALL ATTAIN 3000 P.5.1 MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS. C. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF ANY CONCRETE WORK. D. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. E. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE SHALL COMPLY WITH ACI - 301 -99. 3. CONCRETE COVER: TO BE AS FOLLOWS: BOTTOM TOP 51DE5 FOOTING 3" 2' 3" BEAMS 1'�2' 1' %' 11/2 COLUMNS - -- - -- 11/2' GROUND FLOOR SLAB 3' 1' 3' 4. REINFORCING STEEL: TO BE NEW HIGH STRENCSTP BILLET STEEL DEFORMED AS PER ASTM A -305 AND CONFORMING TO A5TM A -615, GRADE 60. LAP CONTINUOS 5AR5 36 BAR'S DIAMETERS. HOOK DISCONTINUOS ENDS OF ALL TOP BARS. ALL REINFORCING: STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES AND THE ACI BUILDING CODE 318 -99. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. 5. CONCRETE MASONRY WALLS: MASONRY WALLS SHALL BE REINFORCED WITH 0 5 BARS IN GROUTED CELLS SPACED * 32' O.G. LAP 48 BARS DIAMETER. MASONRY UNITS SHALL BE 2 CELLS HOLLOW UNITS CONFORMING TO ASTM C -90 WITH A COMPRESSIVE STRENGTH OF 1500 PSI ON THE NET C-RO55 SECTIONAL AREA AND SHALL BE PROVIDED 9 E.A. SIDE OF ALL MASONRY OPENINGS. VERTICAL CELLS TO BE GROUTED SHALL HAVE A MIN. CLEAR DIMENSION OF 3' AND CLEAR AREA OF 10 SQ. IN. GROUTING SHOULD BE DONE IN A CONTINUOS OPERATION IN LIFT NOT EXCEEDING 4 FT. W/ A MAX. TOTAL POUR OF 10 FT. THE GROUTING SHALL BE DONE CONSOLIDATED BETWEEN LIFTS BY PUDDING, RODDING OR MECHANICAL VIBRATION. PROVIDE *9 GAUGE LADDER TYPE DUR -O -WALL HORIZ. JOINT REINF. * 16' O.C. GROUT SHALL BE 3000 PSI MIN. COMPRESSIVE STRENGTH At 25 DAYS. SLUMP SHALL BE BETWEEN BETWEEN 8' TO 10' MAX. REINFORCED MASONRY DE51GN 4 CONSTRUCTION SHALL COMPLY ACI 530 -02 /ASGE 5- 021TM5 402 -02 4 CI 5301. -02 /ASGE 6- 021TMS 602 -02. SREF 9-1 53 (4) (9) GROUT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C 41ro 6. STRUCTURAL STEEL: SHALL CONFORM TO ASTM A -36 DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITW THE LATEST AISC SPECIFICATIONS. ALL STEEL COLUMNS TO SE ASTM A -500 FILL WITH 3000 PS.I. CONCRETE. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION 1. WELDING: ALL WELDING t0 CONFORM WITH A.W.S. AND A.I.S.G. SPECIFICATIONS AND TO BE DONE BY CERTIFIED WELDERS HOLDING CURRENT WELDING CERTIFICATION. WELDING TO BE E10XX ELECTRODES, BOLTS TO BE A325 AS SHOWN ON DRAWINGS. 8. PRE - FABRICATED WOOD TRUSSES: TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE FLORIDA BLDG_ CODE, 2004 EDITION, THE TRUSS PLATE INSTITUTE, AND ARCHITECTURAL /STRUCTURAL DRAWINGS. SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL To ENGINEER OF RECORD AND BUILDINGS DEPARTMENT PRIOR TO FABRICATION. SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER DESIGN LOADS AS FOLLOW: TOP CHORD =45 P.S.F. BOTTOM CHORD =10 P.S.F WIND UPLIFT = ACCORDING TO FLA. BUILDINGS CODE. 2004 EDITION ASGE -1-02 9. PRESSURE TREATED LUMBER / LUMBER : ALL LUMBER SHALL BE GIVEN A PRESERVATIVE TREATMENT IN ACCORDANCE WITH THE LATEST FEDERAL SPECIFICATION. THE PRESERVATIVE AND THE METHOD AND RESULT OF TREATMENT SHALL BE SUITABLE FOR THE SPECIES OF WOOD SPECIFIED AND EXPOSURE CONDITIONS ANTICIPATED. ALL LUMBER SHALL BE SOUTHERN PINE No. 2 OR BETTER W/MIN. FLEXURAL ALLOWABLE STRESS Fb= 1000 PSI, MIN. SHEAR STRESS Fv =90 PSI, MIN. MODULES OF ELASTICITY E= 1,600,000 PSI. 10. DESIGN LOADS: A THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLA. BLDG. CODE AND OTHER REFERENCED CODES AND SPECIFICATIONS. ALL REFERENCED CODES SHALL BE LATEST EDITION AT THE TIME OF PERMIT. B. WIND LOAD CRITERIA: BASIC LOAD VELOCITY = 14ro MPH ASCE 1 -02. IMPORTANCE FACTOR = 1.00 EXPOSURE CATEGORY: C WIND DIRECTIONALITY FACTOR, Kd = 1.00 SUPERIMPOSED LOADS: LIVE LOADS: DEAD LOADS: ROOF = 30 PST= ROOF = 25 PSI= 11. FORM WORK AND SHORING: FORMS AND SHORES FOR CONCRETE SLAB AND BEAM SHALL BE DESIGNED TO WITHSTAND THE DEAD LOAD OF CONCRETE AND ALL CONSTRUCTION LOADS. DESIGN AND CONSTRICTION OF FORM WORK AND SHORING SHALL. COMPLY WITH THE A.G.I. 318 -99 BUILDING CODE AND BE ENTIRELY THE RESPONSIBILITY OF THE GENERAL CONTRACTOR SHORING DRAWINGS TO BE PROVIDED BY THE GENERAL CONTRACTOR AND SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. 12. SAFETY : A. THE CONTRACTOR SHALL COMPLY WITH THE SAFETY REQUIREMENTS OF ALL LOCAL, STATE AND FEDERAL LAWS_ B. PROVIDE ALL SHORING, BRACING AND SHEETING AS REQUIRED FOR SAFETY AND FOR THE PROPER EXECUTION OF THE WORK, REMOVE WHEN THE WORK IS COMPLETED. 13. RAILINGS: BALCONY AND TERRACE RAILINGS AND STAIR RAILINGS SHALL BE DESIGNED BY MANUFACTURER'S REGISTERED ENGINEER IN THE STATE OF FLORIDA TO RESIST A LOAD OF 50 L55/FT. APPLIED IN ANY DIRECTION AT TOP OF SUCH A BARRIER POSTS SHALL BE DESIGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MINIMUM LOAD OF 200 LBS. HANDRAILS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST A LOAD OF NOT LESS THAN 200 LBS. APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL. 14. TERMITES NOTE: SOIL SHALL BE TREATED FOR TERMITE PROTECTION AS PER F.B.G. 2004, SECTION R 320. 15. GENERAL: STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS To LOCATE DEPRESSED SLABS, SLOPES, OPENINGS AND DIMENSIONS, ETC. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING WITH THE WORK CONTRACTOR TO VERIFY ALL DIMENSIONS AND r, CONDITIONS AT JOB 51TE BEFORE STARTING WORK CONTRACTOR 15 RESPONSIBLE FOR ALL I SHORING AND RE- SHORING REQUIRED. L L1 /3 OR 1-2/3 �1/= "C' BAR WHICH E R 15 BEATER WI I 'E' BAR I' BAR TOP BAR � FT-OF BAR -1 BOTTOM BAR- --J LAP 24 BAR DIA. 5TD. HOOKS STIRRUPS AS SCHEDULED THRUOUT 1 1/2' COVER ALL SIDES L1 L2 TYPICAL SEAM DIAGRAM DROP BEAM OR TIE BEAM OR CANT. OVER WINDOWS 4 DOORS VER IS GREATER STIRRUPS 03 612' WINE I OR DOOR-` BOTTOM BAR \ OST -1 2' X 4' X 1/41 'C' BARS ARE TOP BARS AT NON - CONTINUOUS ENDS. 'E' BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPPORTS. TOP BARS WHEN SPLICED, SHALL BE SPLICED IN THE MIDDLE THIRD OF THE SPAN. '1' BARS IN SCHEDULE SHALL BE PLACED 11/2' EF. 71' X 12' X 1/2' STEEL PLATE ••••• p SEAM SCHEDULE W /(4) 3/4' A.B. 8' INTO CONC. PEDESTAL M,4RK < ELEV [DIM. (IN.) REINFORCING STIRRUPS , REMARKS B T C I No. 5PACING / RB -I AQ +9' -6" 8'x18' 2% 2% EXIST. LONG CoLUt, (11= t= C73 * 6" O.G. . UPTURN BEAM R5-2 ADD 1 * 5 +10'40' 8'44' 2 *6 2Oro K W z o < DRILL 8' IN * 10' O.C. r to R5-3 0 +10'40' 8'x12" 2*6 2% 6 *4' EE. BAL *6' 105X1'- N T 4'LENGH8 R15-4 +10'40' 12'x12" 2 *6 2% X X 6' O.G. IY 150 SY5T ARCH BEAM R5-5 +8' -0" 8'x18' 205 2*5 94' -0" O C�3 * 8' O.C. ARCH BEAM R15 -6 . +10'40' 121x18' 205 205 C`fi3 • 6" O.G. II II ARCH BEAM R15-1 VARIES Vx12' MIN. 2*5 2*5 OWEL5 X2 6' LG. C�3 * 6 O.C. —.iL_ — — RAKE BEAM RT13 -1 +10' -6" Vx12' 205 2*5 GC3 4912' EE. BAL 048' RT15-2 +9' -0' 8'x12' 205 2*5 I BY II 4912" EE. BAL *48' RT5-3 +10' -1' Vx12' 2*5 2*5 C�3 4912' EE. BAL 048' RT5-4 +10' -6' 12'x12" 2*5 2*5 •• C73 1 4 *12' EE. BAL 948' RT5-5 +10' -6' 12'x34" 2*6 2% 2*5 [ �3 4912' EE. BAL 948' COLUMN SCHEDULE MARK 51 ZE (IN.) a b C d e F REINFORCING TYPE DRILL *5 RESAR 8' INTO REMARKS VERTICAL TIES 1� 8"X12' 4 *5 *3 SIMILAR NEW STARTING COL. DETAIL F SCALE 3/4' = 1' -0' 8X16' 406 03*8'OC. A O8' X 14' 4 6 6 03 * 8' O.G. A OS' X 22' 6 06 *3 * 8' O.C. B O12' X 12" 406 03 * 8' O.C. ,4 FOOTING SCHEDULE MARK SIZE REINFORCEMENT REMARKS WF -8 V X 12' 2 *5 CONT BOTT WF -16 16' X 12" * 2 *5 �CONT. BOTT. 4 9 24 O.0 TRANSV. BOTT WF -20 20' X 12' 3 *5 CONT. BOTT. *4 0 24' O.0 TRANSV. BOTT ® 3' -0' X 3' -0' X 12' 4 15 EA WAY TOP 4 BOTT. ® 3' -0' X 3' -0' X 12' 4 #5 EA WAY BOTT. STEEL COLUMN SCHEDULE MARK SIZE BASE PLATE I CAP PLATE REMARK OST -1 2' X 4' X 1/41 12' X 12' X 3/4" STEEL PLATE 71' X 12' X 1/2' STEEL PLATE ••••• p J W /(4) 3/4' A.B. 8' INTO CONC. PEDESTAL J < b b TYPE "Al TYPE 'B' COLUMN TYPES_ N_T.S. 1 N 6 —CO TYP. FOOTING CO BAR DETAIL N.T.S. CORNER BAR AT EA. CORNER. RNER A S -3 ADD 2 A5 BOTTOM. DROP TIE BEAM DETAIL F _1 I I t EXISTING: DRILL 1 *5 REBAR 6" TIE BEAM. INTO EXISTING CONC. T.B. W/ HIT HY -150 SYSTEM BY HILTI X 3' -0' 105 VERTICAL REINF. - AS PER PLAN W/3000 PSI GROUT. EXTERIOR PACE OF BLOCK WALL TO BE KNOCKED OUT FOR DRILL I *5 NEW FILL CELL. REBAR 6' INTO EXISTING GONG. FOOTING W/ HIT HY -150 SYSTEM BY HILT( X 3' -0' RETROFIT CELL DETAIL SCALE 1/2' ■ 1' -0' EXISTING TIE BEAM E S -3 2 WI X 2' -6' DOWEL 8' INTO EXISTING BEAM WITH HILTI HIT HY 150 SYSTEM . 4 II j • ••••• p J J < M ••• u u , � u 4 NEW •' EXISTI / u AQ COLUMN Q EXIST. LONG CoLUt, (11= t= � W . •D LO • ADD 1 * 5 VERTICAL BAR M Ld 0 IL K W z o < DRILL 8' IN O r=xi6tiNG FTG. = A1'�IE31) r to `� 0 Q II p 9 Frr w 1_= 1 TYP. TIE BEAM AND- BEAM CORNER DETAIL N.T.S. : 1�0 L t+ii II j • ••••• if• J J < M ••• u u II II � u u • NEW p 2 W EXISTI �3 TIE DOWN OR u AQ COLUMN Q EXIST. LONG CoLUt, (11= t= � W 0 •D LO to ADD 1 * 5 VERTICAL BAR M Ld 0 IL K W z o < DRILL 8' IN O r=xi6tiNG FTG. = A1'�IE31) I , to `� 0 Q II p 0 105X1'- N T 4'LENGH8 I / X X HILTI HIT IY 150 SY5T X X (v Lu STD. 90* HOOK 94' -0" O CONC. FTG. 0 —j SEE SCHEDULE FOR A . TYP. CONC. COLUMN DETAIL SCALE 3/4' = 1' -0' S--3 II II � Q 101 OWEL5 X2 6' LG. V —.iL_ — — � S — I�— WITH HIT 150 SYSTE I BY II HILTI. •• .. ° ,NEW f OOTING ' EXIS .FOOTING Q CLEAN 4 ROUGHEN EXISTING $" DRILL *5 RESAR 8' INTO CONCRETE. PAINT WITH SAND 4 EXISTING FOOTING W/ HIT HY CEMENT GROUT BEFORE PLACING 150 SYSTEM BY HILTI OR NEW CONCRETE. SIMILAR NEW STARTING COL. DETAIL F SCALE 3/4' = 1' -0' S -3 9 Frr w 1_= 1 TYP. TIE BEAM AND- BEAM CORNER DETAIL N.T.S. : 1�0 L t+ii iiu • • ••••• if• J J < M ••• u u u•• u u • p 2 W aM m 0 C/) m M ILL u AQ Q ILL. � � W 0 •D LO to STD. 90• 400( : •" `.• Y . • . r Y • • is 4 .-W., ., w v., ,.�Y E •rcr y• n NOTES 1 - LAP SPLICING SHALL NOT BE LESS THAN THE LARGER BAR. 2 -05 BARS AND LARGER ARE USED FOR TWO — STORY LENGTHS. -- 3 - COLUMN SIZE, REINF-G, 4 GONG. STRENGTH AS NOTED IN COLUMN SCHEDULE w � J J < M N d -1 © J p 2 W aM m 0 C/) m M ILL u AQ Q ILL. � � W 0 •D LO to 0 Q M Ld 0 IL K W z o < IL It 0Y to `� 0 Q In q _ 0 u' X X X X Lu STD. 90* HOOK Q CONC. FTG. 0 —j SEE SCHEDULE FOR ' SIZE E RE IMF. TYP. CONC. COLUMN DETAIL SCALE 3/4' = 1' -0' S--3 RT -30 STRAP BY USP WRAP CITY ()F �' y AROUND PIGGY BACK W/ BUILDING DEPT. I 6 -d NAILS TO EXISTINCs TRUSS 9 24" O.G. STRUCTUR 1 SECTIOP PIGGY BACK PLYWOOD SHEATHING '`PPROVED BY, ArE 12 x 12 OPENING FOR VALLEY VENTILATION. PREFAB WOOD TRUSSES* 24" O.C. VALLEY TRUSS DETAIL N.T.S. � S -3 NOTICE: ARCHITECT 4 STRUCTURAL DRAWINGS HAVE TO BE CONSULTED TOGETHER CALL ARCH/ENGINEER FOR ANY DISCREPANCY BEFORE START OF WORK J. EDUARDO GONZALEZ 1•E., INC STRUCTUR ^L ENGINEERS 717 Pence •le Leon Blvd. Suite 335 �,''a cli Coral Gables, Florida 331046€, { �.-at- `r Tel. (305) 445 -5100 Fox (305) 445 - 6644', STATE OF FLORIDA REGISTRATION # 24627 STATE OF FLORIDA LICENSE # E6- 0006166 PROJECT i# 0664 l M., 'h fy'nFwSWAl Ir "wd err ti thm bw #F Ry WmWom 6r WW, thm MAID Anr opwifUtImm sort rifh Appki IR DMI1 1 C.i.' /' 1 tN" domo d Anr thm wwtutten it emulm is the eeclu•hn � or J. FAwde Gwwlm PE. kr- &W sly rot w or or u•ed Far 90w ?UPON elhr tFun the Aroaitic 1R! foct Fw to i*m"red withm the apil (t raid N JE. daulm Pt Tara • 0 su r a 9 6 z Q W � z CONSULTING: Z � J J < M N d -1 © J p 2 W aM m 0 C/) m M ILL u D Z Q ILL. � � Z © Lu •D LO to 0 Q M Ld 0 IL K W z o < IL s,4 L A � J < M N d -1 to - u ^1 Q m U � � 0 Lu N to I,. O It 0Y to `� 0 Q In q _ 0 u' s,4 L A NOTES-SCHEDULES SCALE AS SHOWN DRAWN JOB 200 DATE 6/11/06 SHEET: S -3 1 OF: 5 � J LAJ N NOTES-SCHEDULES SCALE AS SHOWN DRAWN JOB 200 DATE 6/11/06 SHEET: S -3 1 OF: 5