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00-0441-025 HUGHES uH 48 14 M V V y J y REVISIONS BY 9 w/6- 1/4' 4 X23/4' 5-3 COLUMN SCHEDULE 'TAPCAN' SCREWS. ST�I,ltT�1R4L NOTES REINFORCEMENT I. FOUNDATION SYSTEM CONSISTS OF HO.N LITHIC FOOTING5 DESIGNED FOR AN 6/22/00 Ro.L=4061 LBS 1 1/4 13/4' •. MARK SIZE REMARKS ALLOWABLE SOIL BEARING PRESSURE OF 30>0��1D_St.FOOrlV:i$SHAT-L•-BEr�R '1/12/00 N.W.U. =2411 LBS 13 4 X 12 4 X 12 4 X 12 VERTICAL OR TIES OR ON UNDISTURBED LIMEROCK,OR cdHF'AGTED LIMEROCK,SEE SOIL STATEMENT. A C S-3 8- 16d NAILS 4 BASE. PLATE CAP PLATE 2. CONCRETE: A. ALL CAST-IN-PLACE CONCRETE IN THIS JOB SHALL ATTAIN A MINIMUM. 6 s 1 g 48' IN GR -FILLED CELLS MAX COMPRESSIVE STRENGTH Mc)AT 26 DAYS OF 3000 P.5.1. x Ro.L=1 87 LB5 D 3 X S 6 •�/ FC B. CONCRETE'WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301-% 'SPE- 2 a5 IN 2 GROUT-PI LED CELLS CIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS`. sr U. =1 60 LB O C. SLAB ON GRADE CONCRETE SHALL BE 2500 PSI 6 26 DAYS. t8( 9'-97 x 2 2 a6 IN 2 GROUT-F LED CELLS 3. REINFORCING STEEL: v A. REINFORCING STEEL SHALL BE DETAILED AND('LACED IN ACCORDANCE E WITH PREFAB.WD.GIRDER TRUSS 6' I 1 2 Fg 315 IN 3 GROUT-F LED CELLS ACI 301-96. MIN B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A 615, T RB-1 TB 8 TOP OF CMU O 4*5 IN 4 GROUT-F LLED CELLS GRADE 60. 5 CONC.BE 4 G. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185. W � =2114 LBS SEE DET. FC 8 1'6 IN a GROUT- LLED CELLS D. REINFORCING SHALL BE HELD SECURELY IN PLACE WITH STANDARD ACCES- r < 1 NlU • =1913 LB5 1/5-2 O 5ORIE5 DURING POURING OF CONCRETE. � (�) 0 Rc L=1835 B5 .L =6400 LBS FC E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD NOOKS AT DISCON- (n D Re.L=2155 LBS N W . 991 L 5 =3 B I I 3116 IN 3 GROUT-F LLED CELLS I =528 B I I 1 I TINUOUS EDGES OR ENDS, r- RD LL =1810 LBS 8' X 1(o' 4 a 5 1'3 6 8' F. ALL BOTTOM REINFORCING BARS SHALL BEAR A MINIMUM OF 6' OVER SUPPORTS, _ K) 00 N 'BR' I D N. . -1592 LBS HUGH S E14U H 48 �, UNLESS OTHERWISE NOTED IN PLAN OR BEAM SCHEDULE. F- v 0 PREFAB. GIRDER TRUSS - — — — — — — — N — — - - — — — — I w I TAP 4N�-SCREWB 9 1 1/2' 1 OB 8' X 18' 4 a5 #3 8' 4. MINIMUM CONCRETE COVER OVER REINFORCING: MINIMUM CLEAR r ( O 1 COVER IN. N M 0 Lu N 3 1/ ' A. CONCRETE AGAINST AND PERMANENTLY XI I INTO C. 31/2 3 1/2 O SEE DETAIL 6 'B 19 8' a In �n � 2 EXPOSED t0 EARTH(Ui`FORh'fED FACES) F- � � W 5 B. CONCRETE EXPOSED TO EARTH AND W 0 V) 11 p3 '' I I 3 O SEE DETAIL 805 0368, WEATHER(FORMED FACES): W IY v z PREFAB.Wol I TRUSSES 24' a PLY GIRDER TG a 8, a. a6 BARS AND LARGER ' 0 .. W O 8 X 12 4 5 b. 15 BARS AND SMALLE 1 1/2 = J O U UPLIFT CAPACITY C. CONCRETE NOT EXPOSED TO WEATHER OR �- �- z X' RID E LINE a. �X� — I I = (0.932X0.911X10150X2XI333)= 6485-;,LBS. Pl 6 X 6 WOOD COL. SEE SECT. SEE SECT. IN CONTACT WITH GROUND- 4L �/4 Z v '� — — — — — — — — — —— — — a. SLABS AND WALLS 0 — 0 0- d I I C 8' b. BEAMS AND COLUMNS 1 1/2 z = X 11 C I < I I LD 5. STRUCTURAL STEEL: Q 16 1 A. STRUCTURAL STEEL SHALL COMPLY WITH AI5C 'SPECIFICATIONS FOR DESIGN, 0 > W tai 0 MARK DESCRIPTION FABRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS',LATEST V J 0 xl I OI ANGLE L3 1/2' X 3 1/2' X 1/4' W/EXTENDED LEG ( = 36 KSI) EDITION. (p W B. STRRCTURAL STEEL 5NAPES AND PLATES SHALL CONFORM TO ASTM A 36. 0 F— F .L_3 5 L56- I I O2 STEEL PLATE 101/2' X 4' X 1/4' ( = 36 K51) C. ANCHOR BOLTS SHALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36. V_ L -5024 LBS :11tc I I_m O3 STEEL PLATE 113/4' X 4' X 3/8' (N = 36 KSU 8. D. FRAMING BOLTS SHALL CONFORM TO ASTM A 325,WITH HARDENED WASHERS pq j<I I =2113 B ® ONE (1),5/8' DIAM.THRU BOLT FOR TWO PLY TRUSS AND HEX NUTS. E. STRUCTURAL -STEEL TUBES SHALL CONFORM 70 ASTM A 500,GRADE B, C I O NE (1),3/4' DIAM.THRU BOLT FOR THREE PLY TRUSS N=46 KSI. S 1 31 I H a 21 d o0 TB(+19'- ) PREFAB. D TRUSSES 6 �4' 5 5/8' plAM. 'REP HEAD' WEDGE 'TRUBOLT' ANCHORS;2,4 OR 6 AS SHOWN COL DETAIL F. STRUCTURAL STEEL PIPES SHALL CONFORM 70 ASTh1 A 53,TYPE 5,GRADE B, I 35 KSI. 0 PREFABRICATED TWO OR THREE PLY TRUSS,FOR PRECISE PROFILE SEE ROOF SECTIONS. 3/4' =1'-0' 6. WELDING: (i) MIN 5/8' EXTERIOR GRADE PLYWOOD.SEE PLAN FOR NAILING RECD CETAIL A. WELDING SHALL BE DONE WITH E-10 ELECTRODES.1. WOOD FDING ALL BE DONE BY AWS-CERTIFIED WELDERS. O MIN 8' X 12' CONCRETE TIE BEAM lf'c = 3000 PSI MIN)m @ m 6, co 13 Q CONCRETE MASONRY BLOCK WALL A. WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE a2 SOUTHERN PINE PREFAB.WOD 5E8 +� 24' x WITH A FIBER BENDING.STRESS OF 1200 PSI.s-3 TYP I CAL PRE FAD W 00 D 3 B. SIZES SHOWN ARE NOMINAL. c I "' D• MOM SURE SHALL B S�Ei sE IC�RACKS AND KNOTS. O 4X12 4X12 4X12 C I I GIRDER TRUSS BEUSE8. 13 I E. PRESSURE-TREATED WOOD SHALL BE USED ONLY WHERE SPECIFALLY NOTED IN N S-3 I iR TO TIE BEAM C 0 N N ECTI 0 N 714E DRAWINGS.NO FRAMING MEMBER SHALL BE OF PRESSURE-TREATED WOOD, DETAIL 8. CONCRETE MASONRY-SWORK: NOTED. x I 3/4' = 1'-0' I I - Ro.L=1652 LB5 15 PREF .WD.GIRDE A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD-81=ARING WALLS,UNLESS Rn.L=1652 LBS IUU. =1143 L85 S_3 FOOTING S C H E D U L OTHERWISE NOTED,AND SHALL BE IN PLACE BEFORE THE -SLABS AND BEAMS SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETE TIE COLUMNS r--\R-0 =1143 LBS I Ro-.�269'1 LBS REINFORCEMENT FRAMING THEM. D NW.U. =1108 LBS REMARKS B. ALL CONCRETE MASONRY UNITS (CMU)SHALL CONFORM t0 A5TM.C 90, 'STAND- AB. GIR>bER SS MARK SIZE BOTTOM TOP ARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS'. � 13 Ro•L=2691 LB L x W x THICKNESS SHORT BAR LONG BAR SHORT BAR LONG BAR C. MORTAR SHALL CONFORM TO A-STM C 2.10,TYPE 'M',WITH A MINIMUM AVERAGE 1 S-3 N.W.U. =1108 L55\-t/ STRENGTH OF 2500 PSI. 111 NOTES: WF-16 CONT.X 16' X 16' 2 '5 _- SEE PLAN FOR TOP BARS D. CONCRETE MASONRY STRENGTH,fm,SHALL BE A MINIMUM OF 1500 PSI. �p A 13 A 1.TRl1SS MANUFACTURER TO PROVIDE D)=AD,LIIIE AND A A E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 46 BAR DIA- p S-3 WIND UPLIFT REACTIONS FOR ALL TRUSSES AND GIRDERS. WF-20 CONT.X 20' X 16' — 2 '�✓ — SEE PLAN FOR TOP BARS METER LAP SPLICES.PROVIDE CLEAN OUT HOLES At BASE OF FILLED CELLS `- X FOR LAP INSPECTION AND VERIFIFYING THAT THE CELLS HAVE BEEN FILLED jj U- -2 2.STRAP ALL 'PIGGYBACK' TRUSSES WITH 14 GA.BY 1' F30 3'-0' X 3'-0' X 16' 504 504 — — SEE PLAN FOR TOP BARS SOLID WITH GROUT. r y ' STR STEEL STRAPS TO EA SUPPORTING TRUSS W/4-16d NAILS TB(+1g•_ ) F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530.1.92. A A 1 -U j TB FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM INTO 'PIGGYBACK' TRUSS AND INTO SUPPORTING TRUSSES UP-24 CONT.X 24' X 16' a4 � 48' 215 � q cam, 3.BRACING FOR THE ROOF SYSTEM IS DESIGNED FOR BOTH A — POUR OF 12 FEET.USE MECHANICAL VIBRATION To ACHIEVE GROUT-FILLED SOLID CELLS.GROUT SHALL COMPLY WITH ASTM C416. O t3- F8030 8'-0' X 3'-0' X 16' 14.4 315 — SLUMP SHALL BE BETWEEN 8' AND 11'. POSITIVE AND NEGATIVE SU D MEETS 714E ROOD TRISSES S�InRNPOSED LOADS uj A REQUIREMENTS OF C AFTER 213 S.F C. 2906.16. F4030 4'-0' X V-0' X 16' 1 a4 3 05 G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO.B -1 � DEAD,TOP CHORD 15 P.SF. LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE.EXTEND yr 2 T.E. CONT.X 8'X 8' — 1 $5 — (REINFORCING A MINIMUM OF 4 INCHES INTO TIE COLUMNS. 1\ 12 DEAD,BOTTOM CHORD 10 P.SF. 9. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING STRUCTURES n O U U R A M P U�J IG PLAN 6 5/8' 'CDX' LIVE 30 P.S.F. F40 4'-0' X 4'-0' X 16' 4+'S 41'5 — AFFECTING THE NEW CONSTRUCTION PRIOR To COMMENCING THE WORK.ANY > � W ' _ S SECTION 13 /S-3 PLYWD.W/ BASIC WIND PRESSURE, qz 31.4 P.S.F. VARIATIONS IN ACTUAL FIELD CONDITIONS/)IMENTION5 FROM TN05E SHOWN IN O SC�,LE : 1/4 1 -m EE E 8d NAILS 6 T14E PERMITTED CONTRACT DRAWINGS SHALL BE REPORTED TO THE ARCHITECT/ FOR ADD'L INFO. NET WIND UPLIFT w OVERHANGS g CvER F1036 1'-0' X 3'-6' X 16' 12 a4 405 — — N ' } 4 TERRACES ENGINEER FOR DETERMINING THE NEED FOR RE-DESIGN PRIOR TO CONTRACTORS �l � -66.9 P.SF. -528 P•SF. SUBMITTAL OF SHOP DRAWINGS FOR REVIEW. U1 CLOSED TIES CONT. T BARS - EL.SEE PLAN EL. +19'-9' NET WIND UPLIFT,ZONE 1 1S Cs} 3 10. SUBMITTALS:T_ _T T �t -352 P.S.F. -32.4 PSF. A. REINFORCING STEEL SHOP DRAWINGS. (Y r '' I NET WIND UPLIFT,ZONE 2,'a' STRIP 8 � B. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULATIONS. � 0 6 O F -� C. STRUCTURAL STEEL SHOP DRAWINGS. I = 3'-0' -148 P.SF. -601 P.SF. D. 'AUREA'FLOOR SYSTEM SHOP DRAWINGS Cn 61 ° 4 X 12 PREFAB WOOD GIRDER TRUSS BEAM SCHEDULE AND DESIGN DATA 13 y ° WOOD BM. I W/2 X 6 TOP CHORD 11. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE I(�1L/ �-�-- z Z. FEDERAL,STATE,AND LOCAL CODES AND ORDINANCES, INCLUDING THE SOUTH "" Q Lu 3 i 2 - 1/4' X 3 1/2' WIDE TOP SIZE REINFORCING TIES OR STIRRUP } 9 BAS' I Pl MAC REMARKS FLORIDA BUILDING CODE,1994 EDITION. fq 25 DIAGONAL = 2'_4' BENT P W/5/8 0 ELEV. W x N 'g' 'T' 'C' 'E' 'D' 'I' No. TYPE SPACING EA END —/ 12. THESE DRAWINGS AND SPECIFICATIONS COMPLY,TO T14E BEST OF MY KNOWLEDGE �� ,,,� THROUGH BOLT INTO TRUSS WITH THE SOUTH FLORIDA BUILDING CODE, EDITION. a 25 DIAGONAL AND 1/2' X 6' w LAG SCREW INTO BM.a EA.ANGLE 28-I +9'-11' 16' x 21' 3 IYo 3 "5 a 3 L-1 3: U� g OUT 1=1LLEp � I 5 1/2' _ _I 1/2 28-2 +9'-11' 8' x 22' 2 $5 2 05 #3 `� ul 12' v U Ld MASONRY COLUMN DETAIL 1 5' 28-3 +10'-31/4' B' x 16' 2 01 2S a g `� all PREFAB WOOD TRUSSES 4 C ROM COl� ECT0P8 SCNEDUL E w � TYPICAL ARCHED BEAM DETAIL 3/4 =V-0' 11/2' 28-4 +10'-1' 8' X 29' 2 a5 2 �5 a 3 `� e 12' CONNECTION CONNECTOR BY CONNECTOR ALLOWABLE LOAD VALUES NAIL SIZE t 3: a •_ �3 1/2 TYPE 'HUGHES' UPLIFT LATERAL LOAD LATERAL LOAD QUANTITY . 3 4� w 1 � ? 2'-6'LEG,TYP. 28-5 +II'-0' 8' x 22' 2 #6 2105 a 3 `� ea. �UPTURNED PARALLEL PERPENDICULAR � 1= TOP 4 BOTTOM R/¢ U 1/4 L2/4 2/4 L3/4 L4 OF L3/� 76 N 2 a5 TOP 4 BOTTOM CONT. 265 f ® DTC 183 LB5 68ID!_BS 12IDID LB5 5-10d ? p_ 28-6 +10'-4' 8' x 26' 2 '5 a 3 'L] 0 12' N L.5 E AN ® DTC 1096 L 680 LBS 1200 LBS 1-10d REVERSE 3'-6' r 3'-6' ►�- 3'-6' CONT. 3'-6' 3'-6' WHICHEVER IS "D" BARS a � 12' C DTC 1410 LBS 68ID LBS 1200 LBS 9-IIDd • „ - MIN. IN. GREATER 28-1 +10-4 8 x 26 2 a6 2 a5 3 `� O. 1- M �� �� MIN. MIN. - MIN. E BARS 8 3-6 MIN. - © 2240 L 680 LBS 1200 LBS C T BARS �� � p C P 9-0 �pTG m 1 i/2' CLR I 2 5 'Z'BARS 26-8 +10'-0' 8'x 22' 2 a1 2 t5 a 3 '� '010. TAI6 6-IIDd e tAl6 / 0' MODEL EL A _ „ DTC P 9-0 g DTC � TYP. 19121, E -TA20 2450 Ll3 .680 LI3S 1200 LBS 9-IIDd a TA20 I 28-9 +10'-6 1/4' 8' x 281/4' 2 a6 2 $5 2 a5 a 3 `� O I TAI o LOT 4 CONTINUOUS WALL 0 SEE TYPICAL RDER D L / REINFORCING +9'-2' 8' x 36 1/2' 2 a1 2 i5 2 a4 03 012- NOTE:4-10d NAILS INTO EA.DTC SEAT AT ALL TRUSSES, aj 2' MIN 2B-10 2-10d NAILS INTO DTC SEAT a JACK TRUSSES. SCALE "B" BARS STIRRUPS OR TIES, 2' 1-YP..B" BARS CONC. COL. +9'-2' 8' x 12' 2 05 2 05 a 3 is 12' g EL:SEE PLAN 28-11 CHECKED BY SEE SCHEDULE FOR TYPE, NUMBER AND CONT. "I" BARS SPACING 28-12 +10'-3 I/4' S' x 12' 2 a5 2 t5 "3 `�, � 5' � DRAWN BY U 6' TY L1 I, L2 L3 L4 RB-1 OV-9' 8' x 12' 205 205 "3 4 s 5',BAL. ,0 12' DE LOS REYES % DATE ,a�/,al/99 8, ENGINEERING INC AG RAM WALL RB-2 +19'-9' 8' x 26' 2 15 2 a5 a 3 `� g 12' D JOB g(o 2 8 TYPICAL BEAM BAR PLACING DIAGRAM CONSULTING STRUCTURAL ENGINEERS � •ARCHED BEAM, a +19'-9' 8' x 12'MIN. ' 2 s5 205 a 3' r� g 12' HECTOR DE LOS ATEES, P.E. NOTES: 2 I�ri TOP E BOTTOM CONT. RB-3 LJ .SEE-TYP.ARCHED BEAM DETAIL FLORIDA CERTIFICATE # 33112, EB 140. 6705. %' SHEET 1. PLACE A MAXIMUM OF 2 BARS PER LAYER IN 8"-WIDE BEAMS. TYPICAL DETAIL AT +,9�-9' 8' x 12' 2 ✓ 2 ✓ a 3 '� e 5' S-2 BEAM n' CHANGE 15_4 "1344 61A.48 STfREET, ;SUITE*104, MIAMI, FL 33155 ? 2. SPLICE TOP BARS AT MID SPAN W/ 30 BAR DIAMETER LAP SPLICES. TIE BEAM ELCVATION `, HANGE TEL: l3m5)665-2-118 1=ax: 13m5)�6>;-2�e3 �� _ TB SEE PLAN 8'X 12'MIN. 2 a 5 2 •5 4 � 12' � COi2NER, PROVIDE 25 X 2'-6'X 2'-6' 3. SPLICE "I" BARS Al SUPPORTS W/ 30 BAR DIAMETER LAP SPLICES. 3/4' =1'-0' CONT coN a 3 $AL.�'48' CORNER BARS,DROP OVER'OPN'GS, OF SHEETS :ADD 2 a 5`BOTTOM 4. PLACE "C" BARS OVER RIGHT—HAND SUPPORT, UNLESS NOTED IN REMARKS.