00-0664-016 14 HUGHES UH 48
S-3 W/6- 1/4' 0 X 2 3/4'
'TAPCON' SCREWS.
COLUMN SCHEDULE.
REVISIONS BY
R .L=406 L 1 1/4' 13/4'
M.U. =1660 156 STRUCRIPIAL NOTES
Z
,
z
NU1U. =2411 LBS 8- Ibd NAILS 4 REINFORCEMENT o
5-3 C 12 MARK SIZE REMARKS I. FOUNDATION SYSTEM CONSISTS OF MONOLITHIC FOOTINGS pESIGNEp FOR AN Z
4 X 12 4 X 12 4 X 12 13 VERTICAL OR TIES OR ALLOWABLE SOIL BEARING PRESSURE OF 3000 a
A
P6R FOOTINGS SHALL BEAR o
3X8 R 2114E 6, � 6
BASE PLATE CAP PLATE ON UNDISTURBED LIMEROCK,OR'COMPACTED LIMEROCiC,SEE 5011. STATEMENT.
E ETA( X / FC 2. .CONCRETE: c Ld
1913. I / -2 0
O I +'5 ® 48' IN.GR, -FILLED CELLS MAX ALL'CASt-1N-PLACE CONCRETE;IN THIS JOB SHALL Att,41N A MINIMUM.
A
►n t81+19 9') COMPRi=SSIVE STRENGTH(f'c)AT 28 DAYS OF 3000,F'S.I' Z
2 S IN 2,GROUT`-FI LED CELLS _
B: CONCRETE WORK SHALL CONFORM TO ALL REQUIRI=MNTS OF ACI;301-96 'SPE: G
N - -
CIFICATIONS`FOR STRUCTURAL CONCRETE FOR BUILDINGS' 3
x C. SLAB.ON GRADE'CONCRETE'SHALL: 25 g
MIN: I 1 2 2 "b iN 2 GROUT-F LED CELLS BE 00 PSI 28 DAYS. o
PREFAB:WD.GIRDER 7 S N
8 3. REINFORCING STEEL:
RB-1 I I TB, - 5 BEAJ"I F3 305 IN 3 GROUT-F LED CELLS A. REiNFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE Wi7H -
ACI 301-96. Z
HUGHES EHU H48 u,
r 3:"6 IN 3 GROUT-F LLED:CELLS
B. REINFORCING STEEL SHALL BE DEFORMED'BARS CONFORMING.t0 AStM A 615, o
GRADE 60. �� N
W/8- 1/4' m X 2 3/4' I ?c I FC C. ALL WELDED WiRE FABRIC SHALL CONFORM TO ASTM A 185:
'tAPCON' SCREWS i Ra.L= 400: B _ 4 4�5 IN 4 GROUT-F LIED CELLS W
a. -2155 BS I 1 I D. REINFORCING SHALL BE HELP Sr:CURELY IN PLACE WITH:STANDARD"ACGES- -
INTO CON'. = 28, D �,
SORIES DURING POURING OF CONCRETE, o `
Ra. I81(b LBS 1 O s' X I6' . 4«5 "3 ® 8... I- N (\ 01 =
N.WU. = 9 LBS w I I 'BR' "' E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCON- to N 0) (0 pp 3
— —— — — — N —— — — — — —— — - PREFAB.WD. ER TRUSS 1/2' 1 OB 8' X 18° 4 w 5 �, 8• TINUOUS EDGES OR ENDS. 1
d' a
F. ALL BOTTOM REINFORCING 5AR5 SHALL BEAR A MINIMUM OF 6' OVER SUPPORTS = K) J 00 N
iLI 9 , 3 I ' UNLESS OTHERWISE NOTED IN PLAN OR BEAM SCHEDULE. F- r) 0) O
a.
Iu N I IX 31/2 1 31/2 CO 8' X14' 4�5 "3g8'
4. MINIMUM CONCRETE COVER OVER REINFORCING: MINIMUM CLEAR ) O
N � I I � i I 5 N mo o °
COVER IN.
1WQ PLY GIRDER D SEE DETAIL 6 .5 g s' A. CONCRETE AGAINST AND PERMANENTLY � 0 o
EXPOSED t0 EARTH(UNFORMED FACES) a W
o NWU -1991 LBS D °' Z Lo
o ( I m jC 8' X 12' 405 #3 m 8, B. CONCRETE EXPOSED 70 EARTH AND (n O O in
UPLIFT CAPACITY WEATHER(FORMED FACES): W w
'PIGGYBACK' TRUSSES T I w - -�X� RIDG I - 1X I = (0.932X&511XIO15OX2X1333)= 6485 LBS. PI 6 X 6 WOOD COL SEE SECT. SEE SECT. a. % BARS AND LARGE � O � � z m
BE CONNECTED t0 EACH L NE - - I - b. �5 BARS AND SMALLER 1 1/2 °
LtJ
_ .. U
TRUSS STRAP W/4-16d — — — —— — tL —— — — — — — —
S t5 3 1/2'X 3 1/2'X 1/4' 5/8'X 10' X 10' 5/8'X 15/8'X 15/8' C. CONCRETE NOT EXPOSED TO WEATHER OR J v J =
C I NAILS INTO TRUSS A� 'BR' I C IN CONTACT WITH GROUND: w W
� Z
INTO 'PIGGYBACK' I I LEC� a. SLABS AND WALLS a/4 O O .. a
as b. BEAMS AND COLUMNS 11/2 Z Q = X
„_. MARK DESCRIPTION 5. STRUCTURAL STEEL- _
I- Z
A. STRUCTURAL STEEL SHALL COMPLY WITH AISC 'SPECIFICATIONS FOR DESIGN a- Lai
x I �= 1 ANGLE L31/2' X 3 1/2' X I/4' W/EXPENDED LEG(F 36 KSI) O W O W
FABRICATION AND ERECTION FOR STRUCTURAL STEEL
Ra.L 6400 L F 'PI YBA tRUS t0 cA I O EL
BE NNE' D TO CH LATEST V) J
o� I
"I U. 455 L S W/14 'GAL STE L Q STEEL PLATE 101!2 X 4 X 1/4 (Fy = 36 KSU co EDITION. W U =
B. STRRCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM A 36. F-
� [A I I S STRA U1/4-16 Ra.v-5024 L I- M �3 STEEL PLATE 11 3/4 X 4 X 3/8 (F = 36 KSI) (�
C. ANCHOR BOLTS SHALL CONFORM t0 EITHER ASTM A 301 OR ASTM A 36. r- z
�I NAI S INTO S W. . =2113 LB I x 4 ONE lll,5/8' DIAM.THRU BOLT FOR TWO PLY?RUBS 8• D. FRAMING:BOLTS SHALL CONFORM t0 ASTM A 325 °
INT 'PIGGY ACK' P. I- O (1) 3 A ,WITH HARDENED WASHERS o
C I ONE /4' DIAM.THRU BOLT FOR THREE PLY TRUSS AND HEX NUTS. o
Pff FAB.WOOD SES 24' t +19'-9')
E. STRUCTURAL STEEL TUBES SHALL CONFORM t0 ASTM A 500,GRADE B,
21 —
Q 5/8' DIAM., 'RED HEAD' WEDGE 'TRUBOLT'ANCHORS,2,4 OR 6 AS SHOWN 46 KSI.
13 I G) PREFABRICATED TWO OR THREE PLY TRUSS,FOR PRECISE PROFILE SEE ROOF SECTIONS. F STRUCTURAL STEEL PIPES SHALL CONFORM t0 ASTM A 53,TYPE S,GRADE B, S 10 311 H 0 d V oo =
6-3 I ( Q MIN 5/8'EXTERIOR GRADE PLYWOOD:SEE PLAN FOR NAILING REQ
COL D D ETAI L Fs--z KSI. O Z
3/4' =I'-O'V 6. WELDING:
&' X 12' CONCRETE TIE BEAM lf'c = 3,000 PSI MIN) A. WELDING SHALL BE DONE WITH E-10 ELECTRODES. in
I m C x PREFAB.WO 1�TRUSSES m 24' Q9 CONCRETE MASONRY BLOCK WALL B. WELDING SHALL BE DONE BY AWS-CERTIFIED WELDERS. Z Z
1. WOOD FRAMING: °
M C A. WOOD FRAMING MEMBERS OTHER THAN TRUSSES SHALL BE 02 SOUTHERN PINE
TYPICAL PREFAB. WOOD I I STEEL TUBE COL.,FILLED WITH A FIBER BENDING STRESS OF 1200 PSI. W
1 4 X 12 4 X 12 4 X 12 I I I SOLID W/CONC. B. SIZES SHOWN ARE NOMINAL. o a
GIRDER TRUSS- LUEEP HOLES 346, C. MEMBERS SHALL BE FREE OF CRACKS AND KNOTS. �- w
Ra.L=2691 L I � I (
TO TIE BEAM CONNECTION �ROUr � I I D. MOISTURE CONTENT SHALL BE IS% OR LESS. O 3
D NWU. =1108 LB I x I I 13 I E. PRESSURE-TREATED WOOD SHALL BE USED ONLY WHERE SPECIFALLY NOTED IN y
5-3 DETAIL 4-5/8' 0 X IN I I BASE E SEE THE DRAWINGS.NO FRAMING MEMBER SHALL BE OF PRESSURE-TREATED WOOD, a
AB.WD.GIRDER TRU I 14 C Ra.L=1652 LBS X I R a+L =1652 LBS 3/4' = I'-0' WEDGE ANCHORS I I UNLESS OTHERWISE NOTED. 15
S-3 N.W.U. =1143: 55 W.U;=1143 LB$
C" _ 1 I COL.SCHEDULE 8. CONCRETE MASONRY WORK: °
IRD tr N I = A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS LOAD-BEARING WALLS,UNLESS 4
N.W.U..L=110 2691 LBS I 2-6 BO TYP. _ I I OTHERWISE NOTED,AND SHALL BE IN PLACE BEFORE THE SLABS AND BEAMS
N =1108.L85 D AB.IWD.Gpm SS TB N 2 S TOP BOTTOM CONT. "—"—x`-"—" x— .—x—X—X SUPPORTED BY THEM ARE POURED AS WELL AS THE CONCRETE TIE O o
EL SEE ,LAN I FRAMING THEM. E COLUMNS ^ 3
e l i 1�510,11 e. ALL CONCRETE MASONRY UNITS(CMU)SHALL CONFORM t0 ASTM C 90, -STAND-COMPACTED
-STAND-
ARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNIT,1. ^ ) o
FiLL - C. MORTAR SHALL CONFORM t0 AS7M C 210,TYPE 'M',WITH A MINIMUM AVERAGE -
A A A A I 2 7`BARS` VISQUEEN " _ - = FOOTING, STRENGTH OF 2500 PSI. cn
SEE SCHEDULE p. CONCRETE MASONRY STRENGTH, F'm,SHALL BE A MINIMUM OF 1500 PSI. 3
FTG, d COL.
EL.SEE LAN E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR PIA-
CONTINUOS WALL METER LAP SPLICES.PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS z
O
.. X
ElAoIA' II
REINFORCII�lG FOR LAP INSPECTION AND VERIFIFYING THAT THE CELLS HAVE BEEN FILLED ^ Q LPL =o
TYPICAL STEEL COL-FTC. DETAIL
+19'-9') 12' MIN 1_L
RB-2 7B 3�4,� _ 1,_�„ SOLID WITH GROUT.
A F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530.1.92. o
13 FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM l �-
S-3 POUR OF 12 FEET.USE MECHANICAL VIBRATION TO ACHIEVE GROUT-FILLED v a
A SOLID CELLS.GROUT SHALL COMPLY WITH ASTM C416. O
TB SLUMP SHALL BE BETWEEN 8' AND 11'. N o
W
A „ NOTES: G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD N0.6 U- W
N! 1. TRUSS MANUFACTURER TO PROVIDE IDEAP L11VE, AND LADDER-TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE.EXTEND
SCALE : 1/4' = 1'-ID1 WIND UPLIFT REACTIONS FOR ALL TRUSSES AND 'GIRDERS. Ul� REINFORCING A MINIMUM OF 4 INCHES INTO TIE COLUMNS. � � � �
1Z % THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING STRUCTURES Z
2 STRAP ALL 'PfCGCrtYBAC;IG° TRUSSES WITH 14 GA. Bl' 1' AFFECTING THE NEW CONSTRUCTION PRIOR t0 COMMENCING THE WORK ANY =
CxALV. STEEL STRAPS TO EA. SUPPORTING TRUSS Ul/ 3-16d NAILS 2�TOP t BOTTOM CONT. 6 i 5/8' 'CDX' VARIATIONS IN ACTUAL FIELD CONDItiONSiDIMENT10N5 FROM THOSE SHOWN IN O -wi
INTO 'PiCGGcYBAC1G" TRUSS AND INTO SUPPORTING TRUSSES: TYPICAL DETAIL. AT SEE SECTION 13/S-3 PL 'WD.W/ THE PERMITTED CONTRACT DRAWINGS SHALL BE REPORTED 70 THE ARCHITECT/ 0 W 1
3. BRACINCG FOR THE ROOF SYSTEM IS DESIGNED FOR BOTH TIE BEAM ELEVATION CHANGE FOR ADD'L INFO. Sd NAILS g 6 ENGINEER FOR DETERMINiNG THE NEED FOR RE-DESIGN:PRIOR TO CONTRACTOR'S '�
SUBMITTAL OF SHOP DRAWINGS FOR REVIEW. . U &
POSITIVE AND NEGATIVE PRESSURE AND -MEETS THE iO. SUBMITTALS: Q -1
REQUIREMENTS OF CHAPTER 29 S.F.B.C. 29(d�o.lro. 3/4' =1'-0' - A REINFORCING STEEL SHOP DRAWINGS. m
EL. +19'-9'
i B. PREFABRICATED TRUSSES SHOP DRAWINGS AND CALCULATIONS. r t� O P
BEAM SCHEDULE , C. STRUCTURAL STEEL SHOP DRAWINGS.
D. 'AMERICAN FLOOR' SYSTEM SHOP DRAWINGS )z Cn z @ W
. CLOSED TIES CONT.'T'BARS AND DESIGN DATA. O 0
EL.SEE PLAN MARK 70P SIZE REINFORCING PIES OR STIRRUP a
ELEV. W x H PREFAB WOOD GIRDER TRUSS (�/ Q ,
' ' ' ' REMARKS 4 X 12 It. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE l
—' —— B T C E D I NO. TYPE SPACING EA END W/2"X 6 TOP CHORD
—"I WOOD Brl: Z cn
STATE AND LOCAL CODES AND ORDINANCES,INCLUDING THE SOUTH O 3
I � _ I
FEDERAL, � a
a / 2B-I +9'-11' 16' x 21' 3 M6 3 85 a 12' Pi 2 - i/4 X 3 1/2 WIDE FLORIDA BUILDING CODE, o
�w I 3 I--1 1994 EDITION f
12. THESE DRAWINGS AND SPECIFICATIONS COMPLY,t0 THE BEST OF MY KNOW o
I) L
2-- BENT It W/5/8' 0 KNOWLEDGE
WITH THE SOUTH FLORIDA BUILDING CODE, 1994 EDITION. E O Z
(-- 28-2 +9-ii 8 x 21 2 "5 2 #5 a
000!00 a '3 � � 12' THROUGH BOLT INTO'TRUSS
I AND 1/2' Z
a
'BARS � � I 2B-3 +10'-4' 8 x 20 2 "8 2 'S #3 g g1 5 1/2' LAG SCREW INTO BM.'s EA.ANGLE � U
f000 245 DIAGONAL `� �. 28-4 +10'-4' 8' x 12' 2 2 03 LJ A 5' DETAIL 1 I — —► PREFAB WOOD TRUSSES 4 CSI u
�r—25 gIAGONAI. I�EI� COI�IECT�S i�U� AC
5 z y
28-5 +11'-0' 8' x 22' 2 "8 2 �5 3 '�] 8' UPTURNED 3/4� =1'-�' CONNECTION CONNECTOR 13Y CONNECTOR.ALLOWABLE LOAD.VALUES w z
NA
d
1 1/2 TYPE H 14ES UPLIFT LATERAL LOAD LATERAL LOAD (,2I SIZE 4 a
ROUT FILLED 28-6 +10'-4' 8' x 26' 2 ✓ 2 �5 ►3 `� '0 10' 3 I/2' PARALLEL PERPENDICULAR
MASONRY COLUMN ® OTC 183 LBS 680 LBS 1200 LBS 5-lad
FOOTING SCHEDULE
28-1 +10'-0' 8' x 22' 2 05 2 "5 R 3 `� g 12' ® DTC 1096 L 680 LB5 1200 LBS 1-10d REVERSE
TYPICAL ARCHED BEAM DETAIL
28-8 +10'-0' 8' x 22' 2 "1 2 05 x 3 `� 6 10': FEINFORCEMENT O OTC 1410 LBS 68m LBS 1200 LBS 9-ION
GREATER OF GREATER OF MARK SIZE BOTTOM " TOP REMARKS D c P
c�
Li 03L1 OR 03L2 L2-OR 03L3 26-g +10'-4' 8' x 26' 2 �'6 2 05 g DTC 2240 L 680 LDS 1200 LBS' - � � W
[K SHORT BAR LONG BAR SHORT BAR LONG BAR OTC P 2450 L $80 LBS
4 o L3 3 12 L x W x THICKNESS 6-i0d e a 6 0,
L4 OR —
U p_ 28-10 +9'-2' 8' x 36 172' 2 "1 2 "5 2 *4 ♦3 �, 12' TA20 1200 LBS 13 100d g T O
0
Wfi-16 CONT.X 16' X 16' 2 '5 F W
rA EL
3'-6' 3'-6' CONT. 3'-6' 3'-6'
WHICHEVER IS
!u MIN.' �- MIN MIN MIN: SEE PLAN FOR TOP BARS. . 0 SEE TYPICAL IRDER D TAIL p j,0T 12 Li T BARS MIN. 'GREATER 'D' BARS 1 1/2 CLR 26-II +9'-2' 8' x 12' 2 +'5 2 w5 0 3 g 12' NOTE:4-10d NAILS INTO EA DTC SEAT AT ALL.TRUSSES, .001
°
31401:MIN tYP. LJ
WF-20 CONT.X;20 X I6 2 "5 SEE PLAN FOR TOP BARS 2-10d NAILS INTO OTC SEAT®JACK TRUSSES. ai Q
0' /411- _
1=30 M
$EE PLAN FOR TOP BARS.
0 S2
.SCALE 3
�I 1 �
30X30X16 54 54 o
W=-24 -
i Y 1�I)Lfi;
NECKED B
CONt.X.24 X 16 : •4 g.48
RB-1 + '= '
- 19 9 8x12 2 � 2:.+8 • . in L
3 ,: DRAWN B =
'B' BARS 4, 5,B4L:g 12 _ Y
.STIRRUPS OR TIES,
2 TYP. B BARS
CON'.COL.SEE SCHEDULE FOR + D E LOS R E YE S.- >
RB 2 19 9 8 x ZS 2 05 2 'S
3 `� g 12'
F4030 4'_O� X31 ON X 16' 34 3 �5 — W
TYPE,NUMBER AND CONT:''I' A S EN: DATE 05/1-i/ W
i B R GIN,EERING, INC. ,asa
SPACINCx. ,
R8 3 +19 9 8 x 12 MIN. 25 2 N5 • ARCHED BEAM :
3 4 �". .. . ..CONSULTING-STRUC �-
LJ 12 7E: CONT.X 8':X 8 1 !�. . TURAL'ENGINEERS w
SEE'il'i?.ARCHED BEAM.DETAI
:.
` N
+ _ HECTOR;DE L05 RE7ES P.E. W
RB4 199 6x12 r�
6 TYP. 3 9 5 .FLORIDA CERTIFICATE. a
LJ 33112; EB..:NO: 6Z05i'. `:" 'O.
W
JOB
L1 L2
L3. L4
TB SEE PLAN $'X 12'MIN. 2•5 2•5 4 g 12' g'CORNE PROVIDE 25 X 2'-6'X 2'-6' 7184 s:w; 47'STREET. MIAMI: . FL. . 33155, C7
cONr coN 3 m '
SHEET
R' TEL: (305) 665-2178. FAX:;(305):665-2793: z
BAL. 48' CORNER BARS.DROP OVER OPN'GS, F1030 1'-0' X 3'-0'X I6' 12�'4 4«5 12 "4 3 �5 E-MAIL: DELOSREYES®cAMAwEB.COM _
TYPICAL SEAM 5AR PLACING D I1 ISM ADD 2.5 BOTTOM
F6030 6'-0'X3'-O' XI6' 1004 .3 10"4 3 "5 _ yw
LL Z
OF SHEETS y
NOTES: I. PLACE A MAXIMUM OF 2 BARS PER LAYER IN 8'-WIDE BEAMS: W
2. SPLICE TOP BARS AT MID SPAN W/30 BAR DIAMETER LAP SPLICES. o
3. SPLICE '1' BARS AT SUPPORTS W/30 BAR DIAMETER LAP SPLICES.
` 4. PLACE 'C' BARS OVER RIGHT-HAND SUPPORT,UNLESS NOTED IN REMARKS:
5. 'I' BARS AS SCHEDULED SHALL BE PLACED EACH SIDE OF:BEAM.
J
ARCM'N° 7 7 1 2