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00-0061-020 14 NY4a UH 48 ' 8-3 T6aV�4"N� X 1 COLUMN SCHEDULE �^- ,-�' REVISIONS BY W STRLTt�RA NOTES RD.L=1881 LBS i V4' i /4" - NW11 =1660 D RP-04061 _ kL .. c`l NWU "2411 LRS =/ 8- Ibd NAILS 4 �� REINFORCEMENT I. FOUNDATION SYSTEM COI�I3TS GT=f10N�1_ITFIIG F�fINGri 19ESIGNEU FOR AN � 4 X 12 4 X 12 4 X U n i MARK SIZE REMARKS ALLOWABLE SOIL BEARING PRESSURE OF 3000 PSF.FOOTINGS SHALL WAR o S-3 G VERTICAL OR TIES OR ON UNDISTURBED LIMEROCK OR COMPACTM L a b 6 I �ROCI�� SEA SOIL STATEMENT. 13 i 3 X 8 BASE PLATE CAP PLATE 2• _ _ R 2114 A a ALL CAST-IN-PLACE C� IN 1Ta^8 J0I3�SNALL ATTAIN A MINIMUM. W ' =1913 I/ o v 15 0 48' IN -FII I CELLS M COMPRESSIVE STRENGTH(f'c)A7`3$DAf6'OF 3000 P.s.L � ;r TB(+19' 9') FC 2 5 IN 1 GROUT-F CFJ.1.8 CIFICAtIONS FOR STRIJC'xL�,AL�CON�.C.,F�*E FORS B:IILIREh�NTB OF ACI 301-96 "SPE- � x 1 1 Ct SLAB ON GRADE COtET SHALL 25r�0 P52 8 M 1 FC 2 % IN 2 GROUT- CELLS 3. -REINFORCING STEEL: ��,� PR�AS WD.G TOP aF CMU A REINFORCAICs STEEL SHIal.1 L�EtAILED AND PLACED IN ACCORDANCE WITH = 46 • 5 MC.BEAM FC 3 5 IN 3 GROUT- LED CELLS ACI 301-96. -< 'I Q B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING t0 ASTM A 615, I.._ o r1 HUC,�ES EHUt a Fc 3 MI6 Al 3 GROUT- ILLED CELLS C. ALL IILDED WIRI:FABRIC SHALL CONFOi�h1 t0 ASTM A 185. W LLI 0 • • I x I I RD.�= 400 GRADE 60. - WV8- V4 X\\21-i/4 L F = 8 p . • 1 SORIES DURING POURINGTE•SECURELY PLACE WITH STANDARD ACCES N O O 5 _ . =2155 .fl ( I 4 5 IN 4 GROUT- LED CELLS (O o INTO C INC. Ro. 15S 1 in FC 8 X16 IN 8 GROUT- 11..LE0 CELLS E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD NOOKS At DISCON- � � t)0 NWIJ _ L88 D '; I I "BR' i/1 TINIOUS EDGES OR ENDS. I 0) d - - - - - �a - - - - - - - - - - PREFAB.WD. ER TRUSS F. ALL BOTTOM REINFORCING BARS SHALL BEAR A MINIMUM OF b" OVER SUPPORTS = O N �. 9 3 A &" X 16" 4 5 5 s 8" 4. MIN In O O a p! 3 3 UNLESS OTHERWISE NOTED IN PLAN OR BEAM SCHEDULE. I- f 7 O d) Lu 2 N I X B 8" X 18" 4 5 •3 a g" Ih1Uh1 CONCRETE COYER OVER REIPF01dCAdCs MINIMUM CLEAR N O o I I I I 1 5 COVE IN A CONCRETE AGAINST AND PERMANENTLY R O� o D TWO PLY GIRDER �c 8" x11' 4.5 03080 EXPOSED TO EARTH(INFORMED FACES) A I- o W W. r3 NW11 1991 LBS I I B. CONCRETE EXPOSED TO EARTH AND V) - O V UPLIFT CAPACITY Pl b x 6 WOOD COL SEE SECT. SEE SECT. HEATHER(FOI;VED FACES} W c W OT 83&W'A3A9Ya�rJi - 'x" "X - b. 5 BARS AND SMALLER 11/2 I 1 I - I = (0932X0.911 10150X2XI333)= 6485 LBS. a. +16 BARS AND LA�'� ? � O U O W o Au T 38 - LIE - - I C. CONCRETE NOT EXPOSED t0 WEATHER OR F- W W V) U aa1-1'uu�wra - - - - - - - - - - - - C I ANA 8816it OTHI " - - - - I C LECsEND IN SLABS AND uJGRO ND: �/4 O - O J I 9Yt" A6Y O1TR I I MARK DESCRIPTION b. BEAMS AND COLUMNS 11/2 Z I X 11 _ 5. STRUCTURAL STEEL: Q o I } II ANGLE L31/2' X 3 I/2" X V4"W/EXTENDED LEG = 36 KSI) a STRUCTURAL STEEL SHALL COMPLY WITH AM "SPECIFICATIONS FOR DESIGN, Q W W 0 K I 1L O 8 ski I Q STEEL PLATE 10 V2' X 4' X V4' " 36 KSI) EDITION. n W U Q, RD.L 6400 F OT FABRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS LATEST J O � I J a Y Ark I ® STEEL PLATE 113/4"X 4" X 3/8" • 36 KSU B. STRRCTURAL STEEL SHAPES AND PLATES SHALL CONFORM t0 ASTM A 36. O � ANA-1' 9�r 8� Rv.up5024 I a ® Ott (U,5/8•DIAM.THRU BOLT FOR TWO PLY TRUSS a ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. " = 3 I x " D. FRAMING BOLTS SHALL CONFORM TO ASTM A 325,WITH HARDENED WASHERS o w O I- ONE(1),3/4 DIAM.THRU BOLT FOR THREE PLY TRUSS AND HEX NUTS. R • C I 1 Q5 5/8" DIAM,'RED HEAD" WEDGE MWBOLt" ANCHORS,2,4 OR b AS SHOIIN E. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A 500,GRADE B, 4 AB.WOOD S s 24' -9 J I FSTRUCNR,4L STEEL PIPES SHALL CONFORM TO ASTM A 53,TYPE S,GRADE B, W © PREFABRICATED 1TIL0 OR THREE PLY TRUSS,FOR PRECISE PROFILE SEE ROOF SECT S 1 3 1 I H 21 d :: � i 13 I I Q1 MIN.5/8'DaERIOR GRADE PLYWOOD.SEE PLAN FOR NAILING REa Nm35 KSL 0 = S-3 I I _ _ ® MM 8' X 12"CONICRETE TIE BEAM if c = 3=PSI MIN) n b. WELDING: 0 0 A WELDING SHALL 13E DONE WITH E-10 ELECTRODES. Q9 CONCRETE MASONRY BLOCK WALL B. WELDING SHALL BE DONE BY AWS-CERTIFIED WELDERS. Z = :c) x PREFAB. TRUSSES s 24' 1. WOOD FRAMING: 0 z jy w TYPICAL PREFAB. WOOD A WOOD FRAMING MEMBERS OTHER THAN TRU56ES SHALL BE n SOUTHERN PINE _j 2 WITH A FIBER BENDING STRESS OF 1200 PSL 0 a: I GIRDER TRUSS - B. SIZES SHOWN ARE NOMINAL. _ 1 I 4 X 12 4X a 4 X 12 I C. MEMBERS SHALL BE FREE OF CRACKS AND IQ40TS. TO TIE BEAM CONNECTION D. MOISTURE CONTENT SHALL BE I9%OR LESS. O Ro.�2691 I I 6' E. PRESSURE-TREATED WOOD SHALL BE USED ONLY WHERE SPECIFALLY NOTED IN N i ° >3 D ETA I L THE DRAWINGS.NO FRAMING MEMBER SHALL BE OF PRESSURE-TREATED WOOD, WD.GIRDER I i 6-3 3/4" = 1'-0" UNLESS OTHERWISE NOTED. 1652 LBS o•� =1651 8. CONCRETE MASONRY WORK: 14 RD.Lo � i 6-3 C = 3 " 3 C " a ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD-BEARING WALLS,UNLE RD.�=1691 L88 `r I 2-6 LEG,TYP. OTHERWISE NOTED,AND SHALL BE IN PLACE BEFORE THE SLABS AND BEAMS NILU D I TB - TOP t SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETE TIE COLUMNS " W AB.FWD.GIRD s� 2 5 TOP a BOTTOM CON?. FRAMING THEM. ^ o B. ALL CONCRETE MASONRY UNITS(CMU)SHALL CONFORM TO ASTM C 90, "STAND- o ARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS". r I C. MORTAR SHALL CONFORM TO ASTM C 210,TYPE 'M',WITH A MINIMUM AVERAGE 2 5'Z'BARB STRENGTH OF 2500 PSI. A a 13 q q D. CONCRETE MASONRY STRENGTH,f'm,SHALL BE A MINMI OF 1500 PSI. �9 W EL.SEE PLAN E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA- •� O = S"3 C0�OS METER LAP SPLICES.PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS " FOR LAP INSPECTION AND VERIFIFYING THAT THE CELLS HAVE BEEN FILLED n (] LL 0 TB RB-2 TB 11 MIN SOLID WITH GROUT. } �;, 2 A FILLING OF CELLS SNAIL BE DD`OENEE ANA FOOT L GROUT Ma PER 30.1.92. Lu v AL ,- MR OF 12 FEET.USE MECHANICAL VIBRATION TO ACHIEVE GROUT-FILLED O � N SOLID CELLS.GROUT SHALL COMPLY WITH ASTM C416. • Z S-3 q TB SLUMP SHALL BE BETWEEN 8" AND 1P. W & ALL CMU WALLS SHALL BE HORIZONTALLY NOTES: LADDER-TYPE GALVANIZED STEEL REINFORCINREINFORCED RY SECOND COURSE.EXTEND �--1 $ BOOF FRAMING PLAN 1. TRUSS MANUFACTURER TO PROVIDE DEAD,L IVE, AND 8•�,„ REINFORCING A MINIMUM OF 4 INCHES INTO TIE COLUMNS. '^ --1 o SCALE 1/4" = 1'-O" WIND UPLIFT REACTIONS FOR ALL TRUSSES AND GIRDERS Wu�L 9. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXJStINCs sTRUCTLRES r 2. STRAP ALL "PIGGYBACK" TRUSSES WITH 14 GA. BY 1" 12 AFFECTING THE NEW CONSTRUCTION PRIOR TO COMI ENCING THE WORK ANY > O w I GA.V. STEEL STRAPS TO EA SUPPORTM TRUSS W/ 3-16d NAILS TYPICAL DETAIL AT L245 TOP 4 BOTTOM CONT. 6 /8" "CDX" VARIATIONS IN ACTUAL FIELD CONDITIONS/DI"ENTIONS FROM THOSE SHOWN IN o " " PLYWO.v THE PERMITTED CONTRACT DRAWINGS SHALL BE REPORTED TO 114E ARCHITECT/ d � INTO PIGGYI3AGK TRUSS AND INTO SUPPORTING TRUSSE SEE SECTION 13/5-3 ' 8d NAILS s b" ENGINEER FOR DETERMINING THE NEED FOR RE-DESIGN PRIOR TO CONTRACTOR'S o 3. BRACING FOR THE ROOF SYSTEM IS DESIGNED FOR BOT TIE BEAM ELEVATION CHANGE FOR AD°"'�O' - ' SUBMITTAL- OF SHOP DRAWINGS FOR REVIEW w � POSITIVE AND NEGATIVE PRESSURE AND MEETS THE „ _ , „ 10. SUBMITTALS: REQUIREMENTS OF CHAPTER 23 SF.B�C. 2906.16. 3/4 -1-0 EL. +�'_9" REINFORCINGs STEEL. SHOP DRAWALG.°,. � O Q o B. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULAtIONB. U VV C. STRUCTURAL. STEEL SHOP DRAWINGS. BEAM SCHEDULE D. "AMERICAN FLOOR" SYSTEM SHOP DRAWINGS ] o = CLOSED TIES COM.'1•'TSARS TOP SIZE REINFORCING TIES OR STIRRUP AND DESIGN DATA � � � EL SEE PLAN ELEV. W x H I . III II . II ■ " . REMARKS PREFAB WOOD GIRDER TRUSS IL ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE _ - - -- - - - _ 'B 'T C 'E D I N0. TYPE SPAGAICs EA END 4 X 12 y 0 WOOD BM. WV 2 X b TOP CHORD FEDERAL.,STATE,AND LOCAL CODES AND ORDINANCES, INCLUDING THE SOUTH i I 1 FLORIDA BUILDING CODE,1994 EDITION. Q o • - �; / 28-1 +9'-11' W x 21" 3X16 305 �3 � 0 12" Pl 1.- 1/4"X 3 1/2" WIDE 12. THESE DRAWINGS AND SPECIFICATIONS COMPLY,TO THE BEST OF MY KNOWLEDGE 1 I s 1 2'-4" BENT f1'WV 2-5/B�tS WITH THE SOUTH FLORIDA BUILDING CODE,1994 EDITION. H - - -1- - - - I �- 25-2 +9'-11' 8" x 11" 2S 1 5 •3 �] 012' THROUGH BOLTS ALTO TRUSS ,Q / \ AND 1/1' 4 X 6" f"f �-, II LAG SCREW INTO 13M.0 EA ANGLE r ` W \J I I 28-3 +b'-31/4" 8"x 16" 2 'T 2 5 �3 'I-I s 1" ' S1� 11/1" U � � L3 DIAGONAL. I _ VALUES g 28-4 +0'-1" 8" x 29" 2 5 2 05 ,3 '� 0 a. D ETA( L 1 3 PREI=AB WooD TRUSSES a rRDERS coNNECTORS SCNEDU�.E N 2 CO GTION CONE TOR 6Y 0 NAIL SIZE 1 � d) 25 DIAGONAL. 18-5 +II'-O" 8' x12" 1 �8 1 5 3 '� °8• 1 E0 3/4" =1'-O° " 1 IR II LATAEIRA�L L ALLOWABLE LATERAL CaWWTITI' a0 h 0. " PARALLEL PERPENDICULAR W F1 I Fn 25-6 +10'-4" 8'x 26" 2 '5 215 •3 '� ° 11" 3 ® DTC 183 LBS 650 LBO 1200 LBO 5-10d tL _ MASONRr COL" TYPICAL ARCHED BEAM DETAIL 25-1 '-4' 8'x 16' 2 285 03 ° U" FOOTING SCHEDULE O DTC '° 650`.� r20o Les ,.Tod REVERSE im G DTC 1410 LBO 650 LB5 1200 LBO 9-10d u � M 28-8 +10'-0' 8'x21" 1 .1 265 •3 010. REINFORCEMENT O N 3/4 = 10 SIZE BOTTOM REMARKS © A16 2240 bO L os 1200 L56 9.0d 10d�A* rn 25-5 +10'-6 V4' 8'x 28 V4' 2 215 1.5 03 '� 10 120' MARK L x w x THICKNESS TOP O pro 2450 650 Les r20o L.eb 9-10a aio MODEL A 28-10 +9'-Y 8'x36 1/1' 1 •'I 2 5 1 .4 •3 `�] ° 11' SHORT B LONG BAR SHORT BA LONG BAR I 09 FO SEE TYPICAL IRDER A1L o IJOr 1 0 25-11 +9'-2' 8'x 12" 2S 2 5 • ° OF-16 CONT.X 16'X 16' 2 5 SEE PLAN FOR TOP BARS NOTE:4-10d NAILS INTO EA.DTC SEAT AT ALL TRUSSES, ¢ o 3 12 2-10d NAILS INTO DTC SEAT a JACK TRUSSES. SCALE WF-20 CONT.X 20'X 16' - 245 - - SEE PLAN FOR TOP BARS w *z 28-12 +10'-3 V4' 8"x 12" 2S 2 5 •3 `�] 0 5" CHECKED BY OP F30 V-0'X Y-O'X 16' 504 504 - SEE PLAN FOR TOP BARS WF-24 CONT.X 24"X 16" •4 s 48 2 `155 = DRAWN BY Ln RB-I +19'-9' 8•x11" 2 5 2 5 03 4 0 5',BALL s 12" DE LOS R E YE S F8o3o V-0'X 3'-0' X 16' 144 3S 02/01/00 R13-2 +19'-9• 8'x18' 15 25 03 '(] 012' - - ENGINEERING, INC. % DATE F4030 4'-O'X 3'-O'X 16' 1 .4 345 - . CONSULTING STRUCTURAL ENGINEERS w RB-3 +19'-9" 8"x 12"MM it 245 2 5 •3 012■ ��BE'� 0 JOB 9(028 SEE TYP.AROW BEAM DET T.E. CONT.X 8' X 8' - 15 HECTOR DE LOS REYES, P.E. °o: RB-4 +I9'-9' ON x 11" 205 265 , . FLORIDA CERTIFlCATE NO. 33112 EB NO. 6705 j B 3 °5 7184 S.W. 47 STREET, MIAMI, FL 33155 v SHEET TB SEE PLAN 8'X 12'MM 205 2 0 5 ,3 LJ 4 s 12" s CORNER, PROVIDE 25 X T-6"X 2'-6' F40 4'-O' X 4'-O' X T6' 4 5 4 5 TEL• (305) 665-2778 FAX: (305) 665-2793 S-Z W CONT ■ E-MIUL• DELOSREYESOCAMAWEB.COM = SAL. s 48 CORNER BJUI�DROP OVER OPNYS, ADD 2.5 BOTTOM F1036 T-O' X 3'-b" X Ib' 1204 4S a z OF SHEETS 2 o. y.4 ARCH. N° 7 7 1 2